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Att 5B1_Alternatives Analysis - appendices
ATTACHMENT A APPENDIX A: CONCEPTUAL SKETCHES TB-2 TB-1 TB-101 1" = 20' SHEET 1 OF 9 EXISTING CONDITIONS & DEMOLITION PLAN 00 20'40' SCALE: 1" = 20' DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 2 : 0 7 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ C I V I L . d w g MARK DATE DESCRIPTION B5091-003_CIVIL.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 1" = 20' SHEET 2 OF 9 SITE PLAN ALTERNATIVES 1, 3, & 4 00 20'40' SCALE: 1" = 20' DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 2 : 0 7 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ C I V I L . d w g MARK DATE DESCRIPTION B5091-003_CIVIL.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 NAVD 88 BASE ELEV -10.00 0 10 20 30 -10 0 10 20 30 15 . 2 4 1+00 13 . 0 6 11 . 2 5 2+00 10 . 6 0 11 . 1 6 3+00 12 . 9 1 15 . 6 3 4+001+00 2+00 3+00 4+00 -4.36% 5.62% GR A D E B R E A K S T A = 1 + 0 0 . 0 0 EL E V = 1 5 . 2 4 GR A D E B R E A K S T A = 4 + 0 0 . 0 0 EL E V = 1 5 . 6 3 PVI STA = 2+64.90 PVI ELEV = 8.05 A.D. = 9.98% K = 20.88 208' VC PV C : 1 + 6 0 . 7 4 EL E V : 1 2 . 5 9 PV T : 3 + 6 9 . 0 6 EL E V : 1 3 . 9 0 134.8' HSD LOW POINT ELEV = 10.60 LOW POINT STA = 2+51.83 1" = 20' SHEET 3 OF 9 PROFILE ALTERNATIVES 1, 3, & 4 00 20'40' SCALE: 1" = 20' DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 4 : 3 3 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ C I V I L . d w g MARK DATE DESCRIPTION B5091-003_CIVIL.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 Q10 (COASTAL SURGE) = 7.0' Q10 (RIVERINE + MHHW) = 3.9' 1" = 20' SHEET 4 OF 9 SITE PLAN RAISED ROADWAY ALTERNATIVE 2 00 20'40' SCALE: 1" = 20' DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 4 : 3 0 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ C I V I L ( R a i s e P r o f i l e ) . d w g MARK DATE DESCRIPTION B5091-003_CIVIL (Raise Profile).dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 NAVD 88 BASE ELEV -10.00 0 10 20 30 -10 0 10 20 30 15 . 2 4 1+00 13 . 6 3 12 . 5 3 2+00 12 . 2 2 12 . 6 9 3+00 13 . 9 5 15 . 9 6 4+001+00 2+00 3+00 4+00 -3.24% 4.42% PVI STA = 2+63.68 PVI ELEV = 9.94 A.D. = 7.65% K = 31.77 243' VC PV C : 1 + 4 2 . 1 3 EL E V : 1 3 . 8 8 PV T : 3 + 8 5 . 2 4 EL E V : 1 5 . 3 1 181.1' HSD LOW POINT ELEV = 12.21 LOW POINT STA = 2+44.95 GR A D E B R E A K S T A = 1 + 0 0 . 0 0 EL E V = 1 5 . 2 4 GR A D E B R E A K S T A = 4 + 2 5 . 0 0 EL E V = 1 7 . 0 7 1" = 20' SHEET 5 OF 9 PROFILE RAISED ROADWAY ALTERNATIVE 2 00 20'40' SCALE: 1" = 20' DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 4 : 2 7 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ C I V I L ( R a i s e P r o f i l e ) . d w g MARK DATE DESCRIPTION B5091-003_CIVIL (Raise Profile).dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 Q10 (COASTAL SURGE) = 7.0' Q10 (RIVERINE + MHHW) = 3.9' EXISTING AND PROPOSED GRADE PRECAST CONCRETE ARCH 2: 1 2:1 MECHANICAL JOINT (TYP) MEMBRANE WATERPROOFING LAP 12" WITH HORIZ. MEMBRANE (TYP) BOTTOM OF PRECAST CONCRETE ARCH 24'-0" CLEAR SPAN MIN LOW CHORD ELEV = 7.2' CAST-IN-PLACE CONCRETE PEDESTAL STEM 14'-0" CHANNEL PRECAST CONCRETE ARCH MEMBRANE WATERPROOFING LAP 12" WITH VERT. MEMBRANE (TYP) BOTTOM OF PILE CAP ELEV = -2.5' TOP OF PEDESTAL STEM ELEV = 2.5' 33'-9" OUT-TO-OUT SQUARE BRIDGE SECTION AT BL CONSTRUCTION TRAVERSE SQUARE BRIDGE SECTION SCALE: 1 2"=1'-0" SCALE: 1 2"=1'-0" PROPOSED 2" GAS MAIN 5" HMA CONCRETE HEADWALL CT-TL2 BARRIER (TYP) 25'-6" CURB TO CURB 11'-0" TRAVEL LANE 11'-0" TRAVEL LANE SHOULDER VARIES 2'-0" MIN SHOULDER VARIES 1'-6" MIN 5" CURB 5'-0" SIDEWALK MIN LOW CHORD ELEV = 7.2' TOP OF PILE CAP ELEV = -0.5' PROPOSED 12" INSULATED WATER MAIN CAST-IN-PLACE CONCRETE PILE CAP MICROPILES (TYP) MICROPILES (TYP) Q10 (RIVERINE + MHHW) = 3.9' Q10 (COASTAL SURGE) = 7.0' AS SHOWN SHEET 6 OF 9 PRECAST ARCH ALTERNATIVE 1 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 1 2 : 5 2 p m B y : S S a k La s t S a v e d : 6/ 2 5 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ A l t 1 . d w g MARK DATE DESCRIPTION B5091-003_Alt1.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 EXISTING AND PROPOSED GRADE PRECAST CONCRETE ARCH 2: 1 2:1 MECHANICAL JOINT (TYP) MEMBRANE WATERPROOFING LAP 12" WITH HORIZ. MEMBRANE (TYP) BOTTOM OF PRECAST CONCRETE ARCH 24'-0" CLEAR SPAN MIN LOW CHORD ELEV = 9.0' CAST-IN-PLACE CONCRETE PEDESTAL STEM 14'-0" CHANNEL PRECAST CONCRETE ARCH MEMBRANE WATERPROOFING LAP 12" WITH VERT. MEMBRANE (TYP) BOTTOM OF PILE CAP ELEV = -2.5' TOP OF PEDESTAL STEM ELEV = 2.5' 33'-9" OUT-TO-OUT SQUARE BRIDGE SECTION AT BL CONSTRUCTION TRAVERSE SQUARE BRIDGE SECTION SCALE: 1 2"=1'-0" SCALE: 1 2"=1'-0" PROPOSED 2" GAS MAIN 5" HMA CONCRETE HEADWALL CT-TL2 BARRIER (TYP) 25'-6" CURB TO CURB 11'-0" TRAVEL LANE 11'-0" TRAVEL LANE SHOULDER VARIES 2'-0" MIN SHOULDER VARIES 1'-6" MIN 5" CURB 5'-0" SIDEWALK MIN LOW CHORD ELEV = 9.0' TOP OF PILE CAP ELEV = -0.5' PROPOSED 12" INSULATED WATER MAIN CAST-IN-PLACE CONCRETE PILE CAP MICROPILES (TYP) MICROPILES (TYP) Q10 (RIVERINE + MHHW) = 3.9' Q10 (COASTAL SURGE) = 7.0' AS SHOWN SHEET 7 OF 9 PRECAST ARCH RAISE ROADWAY ALTERNATIVE 2 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 4 : 2 2 p m B y : S S a k La s t S a v e d : 6/ 2 6 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ A l t 2 . d w g MARK DATE DESCRIPTION B5091-003_Alt2.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 EXISTING AND PROPOSED GRADE PRECAST CONCRETE RIGID FRAME 2: 1 2:1 MECHANICAL JOINT (TYP) MEMBRANE WATERPROOFING LAP 12" WITH HORIZ. MEMBRANE (TYP) BOTTOM OF PRECAST CONCRETE RIGID FRAME 24'-0" CLEAR SPAN MIN LOW CHORD ELEV = 7.2' CAST-IN-PLACE CONCRETE PEDESTAL STEM 14'-0" CHANNEL PRECAST CONCRETE RIGID FRAME MEMBRANE WATERPROOFING LAP 12" WITH VERT. MEMBRANE (TYP) BOTTOM OF PILE CAP ELEV = -2.5' TOP OF PEDESTAL STEM ELEV = 2.5' 33'-9" OUT-TO-OUT SQUARE BRIDGE SECTION AT BL CONSTRUCTION TRAVERSE SQUARE BRIDGE SECTION SCALE: 1 2"=1'-0" SCALE: 1 2"=1'-0" PROPOSED 2" GAS MAIN 5" HMA CONCRETE HEADWALL CT-TL2 BARRIER (TYP) 25'-6" CURB TO CURB 11'-0" TRAVEL LANE 11'-0" TRAVEL LANE SHOULDER VARIES 2'-0" MIN SHOULDER VARIES 1'-6" MIN 5" CURB 5'-0" SIDEWALK MIN LOW CHORD ELEV = 7.2' TOP OF PILE CAP ELEV = -0.5' PROPOSED 12" INSULATED WATER MAIN CAST-IN-PLACE CONCRETE PILE CAP MICROPILES (TYP) MICROPILES (TYP) Q10 (RIVERINE + MHHW) = 3.9' Q10 (COASTAL SURGE) = 7.0' AS SHOWN SHEET 8 OF 9 PRECAST RIGID FRAME ALTERNATIVE 3 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 1 2 : 5 6 p m B y : S S a k La s t S a v e d : 6/ 2 5 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ A l t 3 . d w g MARK DATE DESCRIPTION B5091-003_Alt3.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 CAST-IN-PLACE APPROACH SLABS EXISTING AND PROPOSED GRADE CAST-IN-PLACE ABUTMENT 2: 1 2:1 24'-0" CLEAR SPAN 14'-0" CHANNEL MEMBRANE WATERPROOFING BOTTOM OF PILE CAP ELEV = -2.5' SQUARE BRIDGE SECTION AT BL CONSTRUCTION TRAVERSE SQUARE BRIDGE SECTION SCALE: 1 2"=1'-0" SCALE: 1 2"=1'-0" PROPOSED 2" GAS MAIN 5" HMA CT-TL2 BARRIER (TYP) 25'-6" CURB TO CURB 11'-0" TRAVEL LANE 11'-0" TRAVEL LANE SHOULDER VARIES 2'-0" MIN SHOULDER VARIES 1'-6" MIN 5" CURB 5'-0" SIDEWALK MIN LOW CHORD ELEV = 7.2' TOP OF PILE CAP ELEV = -0.5' PROPOSED 12" INSULATED WATER MAIN CAST-IN-PLACE CONCRETE PILE CAP MICROPILES (TYP) MICROPILES (TYP) Q10 (RIVERINE + MHHW) = 3.9' Q10 (COASTAL SURGE) = 7.0' AS SHOWN SHEET 9 OF 9 PRESTRESSED CONCRETE BEAMS ALTERNATIVE 4 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Yarmouth, Massachusetts Weir Road over Hamblins Brook Proposed Bridge Friends of Bass River DATE: PROJECT NO: Pl o t t e d O n : J u n 2 6 , 2 0 2 4 - 1 2 : 5 7 p m B y : S S a k La s t S a v e d : 6/ 2 5 / 2 0 2 4 Ti g h e & B o n d : J: \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ A l t e r n a t i v e s \ B 5 0 9 1 - 0 0 3 _ A l t 4 . d w g MARK DATE DESCRIPTION B5091-003_Alt4.dwg B5091-003 SCALE: THIS DOCUMENT IS INCOMPLETE AND IS RELEASED TEMPORARILY FOR PROGRESS REVIEW ONLY. IT IS NOT INTENDED FOR BIDDING OR CONSTRUCTION PURPOSES. CONCEPTUAL DESIGN SDS EAO DLM JUNE 2024 CAST-IN-PLACE DECK OVERLAY 33'-9" OUT-TO-OUT PRESTRESSED CONCRETE VOIDED BEAMS S48-18 (TYP) CAST-IN-PLACE CONCRETE ABUTMENT PRESTRESSED CONCRETE VOIDED BEAMS CAST-IN-PLACE DECK OVERLAY CAST-IN-PLACE APPROACH SLABS ATTACHMENT B APPENDIX B: FIELD REPORT FIELD REPORT Tighe&Bond Weir Road Culvert - Yarmouth, MA SUBJECT: Field Report for the Weir Road Culvert in Yarmouth, Massachusetts TO: Rick Bishop, Executive Director, Friends of Bass River FROM: Eric Ohanian, PE, Structural Project Engineer II, Tighe & Bond COPY: Jeff Colby, Director, Department of Public Works, Town of Yarmouth, MA Adam Yanulis, Vice President, Tighe & Bond DATE: April 27, 2020 On April 21, 2020, Tighe & Bond met with Rick Bishop, Executive Director of Friends of Bass River, to review wetlands and associated flow conveyance structures upstream (West) of Mill Pond in Yarmouth, MA. The wetlands are bisected by Weir Road and a culvert conveys Hamblins Brook under the roadway. The culvert is located on Weir Road between Seminole Drive and Lexington Drive. Refer to Figure 1 for the location of the culvert. The striped, two-lane roadway at the site is approximately 20-feet wide. The culvert overall is about 25’ long, consisting of stone slab and piled stone walls. The culvert openings vary between 2-feet and 4-feet wide, approximately. Tighe & Bond reviewed the condition of the culvert and identified numerous deficiencies, including collapsed stones, debris buildup, and settlement. Our review was limited to the visible components of the structure and did not include observations within the culvert or waterway. Please refer to the photos included with descriptions of our fi ndings. Figure 1 - Culvert Location (taken from Google Maps) Weir Road Culvert FIELD REPORT Tighe&Bond -2- 2- Figure 2 - Downstream end of culvert Figure 3 - Upstream end of culvert FIELD REPORT Tighe&Bond -3- 3- Figure 4 - Collapsed stone blocking flow (downstream end) Figure 5 - Flow Migration around sidewalls of culvert with loss of backfill material. Loose mortar and unstable stones supported by a chain link fence. (downstream end) Collapsed Stone Alternate Flow Paths Alternate Flow Paths FIELD REPORT Tighe&Bond -4- 4- Figure 6 - Settling stones and debris buildup within culvert (upstream end) J:\B\B5091 Friends of Bass River\001 Culvert Improvements Yarmouth\Reports\EAO Weir Road Field Report (20)04-21.docx Debris Buildup Settling Stones ATTACHMENT C APPENDIX C: H&H REPORT Yarmouth, Massachusetts WEIR ROAD CULVERT REPLACEMENT [MADOT Bridge No. TBD] HYDRAULIC DESIGN REPORT Friends of Bass River June 2024, Revision 2 September 2024 Table of Contents Tighe&Bond i Executive Summary Section 1 Executive Summary Section 2 Project Site Description 2.1 Existing Structure...........................................................................2-1 2.1.1 Waterway at Crossing Location .............................................. 2-1 2.1.2 Highway Conveyed ............................................................... 2-2 2.1.3 Adjacent Land Uses .............................................................. 2-2 2.1.4 Special Site Considerations .................................................... 2-2 2.1.5 Bankfull Width ..................................................................... 2-2 2.2 Proposed Action .............................................................................2-2 Section 3 Data Collection Section 4 Engineering Methods 4.1 Hydrologic Analysis ........................................................................4-1 4.1.1 Summary of Inter-Fluve Hydrologic Model ............................... 4-1 4.1.2 Hydrologic Model Verification ................................................. 4-2 4.1.3 Changes/Updates to Hydrologic Model .................................... 4-3 4.1.4 Baseflow ............................................................................. 4-3 4.1.5 Hydrologic Results ................................................................ 4-4 4.2 Hydraulic Analysis ..........................................................................4-4 4.2.1 Summary of Inter-Fluve Hydraulic Model ................................. 4-4 4.2.2 Hydraulic Model Verification ................................................... 4-5 4.2.3 Changes/Updates to Hydraulic Model ...................................... 4-6 4.2.4 Sea Level Rise ..................................................................... 4-7 4.2.5 Downstream Coastal Tailwater Elevations ................................ 4-7 4.2.6 Mixed Riverine-Coastal Hydraulic Events ................................. 4-8 4.2.7 Unsteady Analysis ................................................................ 4-9 4.2.8 Hydraulic Results ............................................................... 4-11 4.2.9 Hydraulic Summary ............................................................ 4-19 4.3 Stream-Crossing Standards ........................................................... 4-20 4.4 Scour Safety/Stability Analysis ....................................................... 4-20 4.5 Scour Countermeasure Design ....................................................... 4-22 4.6 Discussion of FEMA Regulatory Requirements .................................. 4-22 Section 5 Conclusions and Recommendations 5.1 Conclusions ...................................................................................5-1 5.2 Hydraulic Design Table and Summary Tables for Preferred Alternative ..5-2 List of Attachments Table of Contents Tighe&Bond ii Attachment A Figures Attachment B HydroCAD Report Attachment C HEC-RAS Results Attachment D Scour Results Attachment E Stone Sizing Results Attachment F Federal Emergency Management Agency (FEMA) Data Attachment G Bass River Headwaters Restoration 60% Design Report and Drawings prepared by Inter-Fluve, May 2021 Attachment H Upper Bass River Restoration Dennis, MA Hydraulic & Hydrologic Study Draft prepared by Woods Hole Group, Inc., September 2024 List of Tables TABLE 1-1 Summary of Proposed Bridge and Channel Geometry .............................. 1-2 TABLE 3-1 Data Sources ..................................................................................... 3-1 TABLE 4-1 24-hr Precipitation Values from the National Oceanic and Atmospheric Administration NOAA Atlas 14 .............................................................................. 4-1 TABLE 4-2 Sub-basin Characteristics Used in Model ................................................ 4-2 TABLE 4-3 Comparison of existing conditions downstream flow rates published in 2021 Inter-Fluve report with those running the provided models without changes .............. 4-3 TABLE 4-4 Basin-scaled Baseflow along Hamblins Brook at Weir Road ...................... 4-3 TABLE 4-5 Design Storm Peak Flow Rates from HydroCAD Hydrologic Model .............. 4-4 TABLE 4-6 Comparison of water surface elevations upstream of Weir Road under existing MLLW conditions published in 2021 Inter-Fluve report with those running the provided models without changes ...................................................................................... 4-6 TABLE 4-7 Summary of Coastal Tailwater Elevations used for Downstream Boundary Conditions located 500-feet downstream of Weir Road‡ ........................................... 4-8 TABLE 4-8 Riverine and Coastal storm events used to determine the mixed riverine-coastal storm event. ...................................................................................................... 4-9 TABLE 4-9 Summary of HEC-RAS Flow Scenarios ................................................. 4-12 TABLE 4-10 Steady HEC-RAS Results for Existing Conditions at Weir Road (culvert crown at 4.23 ft NAVD88) ........................................................................................... 4-13 TABLE 4-11 Steady HEC-RAS Results for Proposed Alternative 1: 24-foot wide Arch Bridge at Weir Road (bridge low chord at 7.2) ............................................................... 4-14 TABLE 4-12 Unsteady HEC-RAS Results for Existing Conditions at Weir Road (culvert crown at 4.23 ft NAVD88) ........................................................................................... 4-15 Table of Contents Tighe&Bond iii TABLE 4-13 Unsteady HEC-RAS Results for Proposed Alternative 1: 24-foot wide Arch Bridge at Weir Road (bridge low chord at 7.2) ..................................................... 4-16 TABLE 4-14 Comparison of Peak Water Surface Elevations Upstream and Downstream of Weir Road for Existing and Proposed Conditions ................................................... 4-18 TABLE 4-15 Summary of Stream-Crossing Standard Conditions ............................. 4-20 TABLE 4-16 Summary of Contraction and Abutment Scour .................................... 4-21 TABLE 5-1 Hydraulic Design Data Table Included in Design Drawings for Weir Road Bridge with low chord at 7.2 feet NAVD88 ....................................................................... 5-2 TABLE 5-2 Summary of Hydraulic Performance for Riverine Storm Events ................. 5-3 TABLE 5-3 Temporary Water Control Design Data ................................................. 5-3 List of Figures FIGURE 4-1 Unsteady Downstream Boundary Condition for a Typical Tide located 500 feet downstream of Weir Road ................................................................................. 4-10 FIGURE 4-2 Unsteady Downstream Boundary Condition for a Coastal Storm Surge Events located 500 feet downstream of Weir Road .......................................................... 4-11 FIGURE 4-3 Modeled Water Surface Elevations (WSE) and Flows Upstream of Weir Road During Typical Tidal Cycle and Coastal Storm Surge Events ................................... 4-17 FIGURE 4-4 Inundation Maps prepared by Woods Hole Group for the 10%, 2%, and 1% AEP Coastal Storm Surge Events (also included in Attachment H)........................... 4-18 J:\B\B5091 Friends of Bass River\003 Weir Road Bridge\Reports\Chapter 85 H&H Report\Weir Road Bridge_Hydraulic Design Report.docx Tighe&Bond Hydraulic Design Report 1-1 Section 1 Executive Summary Tighe & Bond prepared a hydrologic and hydraulic analysis as part of engineering design and permitting for the Weir Road Culvert Replacement Project in Yarmouth, Massachusetts. The crossing is located over Hamblins Brook approximately 700 feet downstream of Miss Thatcher’s Pond, an impoundment formerly used in a cranberry bog operation, and 1,500 feet upstream of the tidally influenced Mill Pond. The stream channel at the culvert was previously altered as part of the former cranberry bog operations. Miss Thatcher’s Pond, Hamblins Brook, and Mill Pond comprise the headwaters of the Bass River, a system of streams and ponds hydraulically connected to the Nantucket Sound. Design of an ecological restoration project that restores tidal connectivity to the headwaters of the Bass River is currently underway in collaboration with various project partners. As part of this effort, Inter-Fluve's 60% bog restoration design report (Attachment G) was considered to reflect the proposed upstream and downstream conditions. Additionally, Woods Hole Group performed tidal modeling of the entirety of Bass River which considered tides, coastal storms, and future sea level rise. Their tidal inundation modeling conservatively assumed removal of the downstream culvert and bridge restrictions at North Dennis Road, Route 6, CCRT, Highbank Road, and Route 28. Hamblins Brook currently conveys freshwater riverine flow, but will become tidally- influenced as part of the proposed ecological restoration project. The primary purposes for performing this hydrologic and hydraulic analysis were to: • Evaluate the hydraulics of the existing culvert; • Develop design concepts alternatives for a replacement structure; and • Provide recommendations as to the preferred alternative replacement design. The proposed 24-foot wide arch culvert will meet the Massachusetts Department of Transportation (MassDOT) Municipal Bridge Projects MGL Chapter 85 Section 35 Review requirements for passing the hydraulic design of the 10% Annual Exceedance Probability (AEP) storm event (also known as the 10-year flood), following the guidance provided in the MassDOT Load and Resistance Factor Design (LRFD) Bridge Manual (2013, updated 2024) for an urban collector. For a 24-foot wide and 5.6-foot rise arch opening, the proposed bridge has capacity to pass the riverine 10% AEP frequency riverine storm event with 3.2 feet of freeboard (compared to the low chord) during mean lower low water (MLLW) tide and 3.1 feet of freeboard (compared to the low chord) during mean higher high water (MHHW) tide. The proposed 24-foot wide arch culvert shows potential for scour up to 2.1 feet during the scour design storm and up to 3.3 feet during the scour check storm, extending to elevations of -0.5 and -1.7 feet North American Vertical Datum of 1988 (NAVD88), respectively. In addition, the 24-foot wide arch culvert meets the stream crossing standards. Massachusetts River and Stream Crossing Standards do not apply to tidally-influenced streams, but were referenced as a basis of comparison between existing conditions and proposed alternatives. Attachment A contains figures depicting an aerial overview of the Weir Road crossing (Figure 1), a topographic map of the drainage-area (Figure 2), and the geometry used to define the cross-sections in the HEC-RAS model (Figure 3). Attachment B contains the HydroCAD model output. Attachment C contains the HEC-RAS model output for the existing and proposed alterative conditions. Attachment D contains scour calculations. Section 1 Executive Summary Tighe&Bond Hydraulic Design Report 1-2 Attachment E contains the stone sizing calculations. Attachment F contains the FEMA FIRM map for the project area. Attachment G contains the Bass River Headwaters Restoration 60% Design Report and Drawings prepared by Inter-Fluve in May 2021. Attachment H contains the Upper Bass River Restoration Dennis, MA Hydraulic & Hydrologic Study Draft prepared by Woods Hole Group in September 2024. A summary of the proposed bridge and channel geometry is provided below, with elevations referencing the North American Vertical Datum of 1988 (NAVD88): TABLE 1-1 Summary of Proposed Bridge and Channel Geometry Item Description Bridge Size and Type 24-foot wide arch Low Chord Elevation 7.2 feet NAVD88 Existing Top of Road Elevation 10.7 feet NAVD88 (+/-) Proposed Top of Road Elevation 10.7 feet NAVD88 (+/-) Stream Bed Elevation at Upstream Invert 1.64 feet NAVD88 Stream Bed Elevation at Downstream Invert 1.58 feet NAVD88 Skew 0-degrees Design Scour Elevation -0.5 feet NAVD88 Check Scour Elevation -1.7 feet NAVD88 Sediment D50 within Bridge Greater than or equal to 0.015 inches (existing conditions) Scour Countermeasure D50 ≥6-inch Tighe&Bond Hydraulic Design Report 2-1 Section 2 Project Site Description 2.1 Existing Structure The Weir Road culvert bisects a large wetland area to the west of Mill Pond in Yarmouth, Massachusetts. The culvert is located on Weir Road between Seminole Drive and Lexington Drive and conveys Hamblins Brook through the site. The culvert consists of a stone slab and dry stacked stone masonry walls, and the openings vary between approximately 2 feet and 4 feet wide. The wetland areas upstream and downstream of Weir Road are former cranberry bogs, consisting of relic ditches, channels, and hydraulic control structures that are no longer maintained. A replacement structure is proposed at Weir Road to improve hydrologic and hydraulic conditions at the crossing and to complement the ongoing ecological restoration project within the headwaters of the Bass River. The intent of this ecological restoration project is to restore hydrology, aquatic connectivity, and fish passage throughout the headwaters of the Bass River by removing existing hydraulic constrictions at North Dennis Road, Weir Road, and within the former cranberry bogs. This project is a collaborative effort with Inter-Fluve, who led the bog restoration design, Tighe & Bond, who led design of widening of road stream crossings at Weir Road and North Dennis Road, and Woods Hole Group (WHG), who led coastal modeling of the Bass River. 2.1.1 Waterway at Crossing Location Weir Road crosses Hamblins Brook approximately 700 feet downstream of Miss Thatcher’s Pond, an impoundment formerly used in a cranberry bog operation, 1,500 feet upstream of Mill Pond, and 6,800 feet upstream of North Dennis Road. Miss Thatcher’s Pond, Hamblins Brook, and Mill Pond comprise the headwaters of the Bass River, a tidally- influenced system of streams and ponds connected to the Nantucket Sound. The stream channel at the culvert was previously altered as part of the former cranberry bog operation. Upstream and downstream of the crossing, Hamblins Brook flows through a generally straight channel. The downstream channel diverges into a straight channel and a natural, sinuous channel. According to field measurements by Inter-Fluve, the natural channel has an average bankfull width of 14 feet, with bankfull width measurements varying between 12 feet and 18 feet. The channel flows from southeast to northwest. After passing through the Weir Road culvert, Hamblins Brook is conveyed through the former cranberry bog towards Mill Pond, a tidally influenced water body on the Bass River. Hamblins Brook is not tidally influenced under existing conditions, but is anticipated to become tidally influenced under proposed conditions. Hamblins Brook and Mill Pond are separated by an earthen berm with a hydraulic opening, which allows freshwater riverine flow to enter Mill Pond, but does not allow tidal fluctuations within Mill Pond enter Hamblins Brook. The upstream fish ladder and dam embankment at Miss Thatcher’s Pond is also planned to be removed under proposed conditions. The impact of this tidal constriction is supported by modeling results from WHG’s September 2024 Upper Bass River Restoration Section 2 Project Site Description Tighe&Bond Hydraulic Design Report 2-2 Hydraulic & Hydrologic Study. Inter-Fluve’s proposed bog restoration design includes widening the earthen berm opening to allow tidal fluctuations in Mill Pond to propagate into Hamblins Brook. These tidal fluctuations are anticipated to increase if downstream hydraulic openings are widened for ecological benefit. WHG’s modeling assumes that hydraulic openings at Route 6, the Cape Cod Rail Trail, North Dennis Road, and the earthen berm will be widened under proposed conditions. Therefore, Hamblins Brook is assumed to become tidally influenced at the Weir Road crossing under proposed conditions. 2.1.2 Highway Conveyed Weir Road is not part of the National Highway System. Rather, it is a locally owned and operated roadway serving a residential area in town. The most recent available Annual Average Daily Traffic (AADT), provided by MassDOT, indicates an AADT of 4,778 vehicles per day, with no information regarding truck percentages. The design speed is believed to be 30 mph. MassDOT classifies Weir Road as an Urban Collector. 2.1.3 Adjacent Land Uses The areas adjacent to the Weir Road crossing are primarily composed of residential and conservation areas based on the MassGIS Land Use (2016) layer and MassGIS 2021 Ortho-imagery. 2.1.4 Special Site Considerations Hamblins Brook at Weir Road is located within a Federal Emergency Management Agency (FEMA) 100-year Special Flood Hazard Area (SFHA) Zone AE, with a FEMA Base Flood Elevation (BFE) of 9.1 feet NAVD88 both upstream and downstream of the culvert. According to the FEMA Flood Insurance Study (FIS) for Barnstable County, the BFE was determined by evaluating tidal flooding and wave action along the Bass River. 2.1.5 Bankfull Width The bankfull width of the existing channel was estimated by Inter-Fluve. According to the Bass River Headwaters Restoration 60% Design Report, bankfull width measurements for the natural channel downstream of Weir Road ranged from 12 feet to 18 feet, with an average bankfull width of 14 feet. Width measurements of the straight channel upstream and downstream of Weir Road were excluded from this average, as the straight channel was constructed for the former cranberry bog and does not represent a natural channel shaped by freshwater riverine flows. As such, a representative bankfull width at Weir Road under existing conditions was determined to be 14 feet. As described in Section 2.1.1, Inter-Fluve’s proposed bog restoration design will convert Hamblins Brook into a tidally influenced stream. Road stream crossings along tidally influenced streams are not subject to Massachusetts River and Stream Crossing Standards, which provide optimal opening widths recommendations based on bankfull width. However, Massachusetts River and Stream Crossing Standards were still evaluated to provide a basis of comparison between existing conditions to proposed alternatives. Inter-Fluve's proposed channel section will be carried through the proposed bridge structure for continuity of their restoration design. 2.2 Proposed Action A precast 24-foot wide concrete arch supported on cast-in-place concrete foundations on piles is proposed. For this structure type, a minimum of 2 vertical feet of fill above the Section 2 Project Site Description Tighe&Bond Hydraulic Design Report 2-3 arch is required. In addition, the existing utilities will be accommodated within the fill layer. To maintain the existing roadway profile while also providing adequate fill requirements, the low chord should be set to 7.2 feet NAVD88. Tighe&Bond Hydraulic Design Report 3-1 Section 3 Data Collection The data collected for the hydraulic analysis are listed in Table 3-1 TABLE 3-1 Data Sources Item Source/Reference FEMA Effective Base Flood Elevations, Flows, and Profile for Hamblins Brook and the Bass River Flood Insurance Study (FIS) for Barnstable County effective July 16, 2014, prepared by FEMA, available online at: https://msc.fema.gov/portal/home FEMA Flood Insurance Rate Map (FIRM) Flood Insurance Rate Map (FIRM) Map Number 25001C0579J effective July 16, 2014, prepared by FEMA, available online at: https://msc.fema.gov/portal/home Hydrologic soil type Natural Resources Conservation Service (NRCS) Soil Survey Geographic Database (SSURGO), available online at: https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm. Elevation terrain The Commonwealth of Massachusetts, Executive Office of Technology Services and Security, Bureau of Geographic Information (MassGIS) 2010-2015 LiDAR Dataset, available online at: https://maps.massgis.digital.mass.gov/MassMapper/ MassMapper.html Design storm rainfall data National Oceanic and Atmospheric Administrations (NOAA) Atlas 14 Volume 10, available online at: https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html Massachusetts Land Cover/Land Use (2016) MassGIS, Land Cover/Land Use (2016) Dataset, available online at: https://maps.massgis.digital.mass.gov/MassMapper/ MassMapper.html Survey & Bathymetric Survey Prepared by Inter-fluve, dated October 13, 14, and 15, 2020, and November 5, 2020 Proposed bog restoration design Bass River Headwaters Restoration 60% Design Report prepared by Inter-fluve, May 2021 Proposed bridge geometry Weir Road Culvert Alternatives Analysis Report prepared by Tighe & Bond, July 2021 Weir Road Culvert Alternatives Analysis Report prepared by Tighe & Bond, July 2024 Coastal Tailwater Elevations and Coastal Storm Surge Events “Upper Bass River Restoration Hydraulic & Hydrologic Study Draft” prepared by Woods Hole Group, Inc., September 2024 Tighe&Bond Hydraulic Design Report 4-1 Section 4 Engineering Methods 4.1 Hydrologic Analysis 4.1.1 Summary of Inter-Fluve Hydrologic Model Inter-fluve provided Tighe & Bond with the hydrologic model described in the Bass River Headwaters Restoration Project, Yarmouth MA 60% Design Report dated May 2021. The model was prepared using the HydroCAD (v. 10.00-20) stormwater modeling program which is based on the United States Department of Agriculture’s Technical Release 20 program (TR-20). The model was developed using information from USGS and GIS mapping, soil characteristics, watershed characteristics, and ground-cover/land-use types within the watershed, LiDAR data from GIS, and a stream longitudinal profile by Inter- fluve. Inter-fluve developed 24-hour synthetic storms using the site-specific NOAA Atlas 14 intensity duration frequency (IDF) for each storm event. Table 4-1 provides the precipitation amounts used for the various storms analyzed. TABLE 4-1 24-hr Precipitation Values from the National Oceanic and Atmospheric Administration NOAA Atlas 14 Return Frequency Precipitation Values from NOAA Atlas 14 (inches) 50% (2-year) 3.4 20% (5-year) 4.2 10% (10-year) 4.9 4% (25-year) 5.8 2% (50-year) 6.6 1% (100-year) 7.3 0.2% (500-year) 9.3 Most rainfall runoff quickly infiltrates to groundwater on Cape Cod due to geologic conditions within the region. Under this assumption, Inter-fluve developed site-specific methods for delineating the watershed and estimating time of concentration. The watershed upstream of the Weir Road crossing was delineated using GIS tools, LiDAR terrain data, topographic survey data at the Weir Road crossing, and information from the USGS dataset “Groundwater Contributing Areas for Cape Cod and the Plymouth Carver Regions of Massachusetts”. The watershed was first delineated according to topographic and LiDAR data, then modified based on overlapping groundwater contributing areas. Areas where groundwater appeared to flow away from Weir Road were removed from the watershed. The resulting sub-basin is 257 acres. Tighe & Bond believes that these site- specific assumptions related to groundwater are appropriate based on the hydrologic conditions of the project site. Inter-Fluve estimated time of concentration using a “novel method” that differs from the Lag or Velocity Methods outlined in the USDA NRCS Part 630 Hydrology National Engineering Handbook Chapter 15, which are typical methods used in rainfall runoff modeling. This novel method involves delineating the longest flow path through the watershed, then multiplying the longest flowpath length by the groundwater velocity. A Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-2 velocity of 3.7 feet per minute was used based hydraulic conductivity through a gravel/clean sand aquifer. Tighe & Bond believes that these site-specific assumptions related to groundwater are appropriate based on the hydrologic conditions of the project site. A summary of the hydrologic information for the HydroCAD model input values is presented in Table 4-2. TABLE 4-2 Sub-basin Characteristics Used in Model Sub-Basin ID Downstream Design Point Drainage Area (acres) Curve Number Time of Concentration (hours) 1 Weir Road crossing 257 52 23.5 The Weir Road crossing watershed consists of mostly forested land (53%), residential areas (24%), and wetlands (10%) with other smaller contributing land uses including cranberry bogs, open water, and roadways. The topography within the watershed contains mostly mild hillslopes. Approximately 85% of the soils within the watershed have a hydrologic soil group rating of A, which has high infiltration rates. Of the remaining soils within the watershed, less than 1% of soils have hydrologic soil group ratings or B or C, which respectively have moderate and low infiltration rates, and 14% have a hydrologic soil group rating of D, which has low infiltration rates. 4.1.2 Hydrologic Model Verification Tighe & Bond verified that the hydrologic model provided by Inter-Fluve produced the same results as reported in the Bass River Headwaters Restoration 60% Design Report prepared by Inter-fluve in May 2021 prior making updates to support the Weir Road Culvert Replacement project. This check was required to verify the correct model runs were being used and to verify changes to results are due to changes by Tighe & Bond and not some unknown variable (or error) caused by using a different version of the model or caused by data corruption. In addition, Tighe & Bond estimated curve number using the MassGIS land use/land cover data set (2016) to verify that the curve number estimated with the 2005 land use/land cover dataset was accurate. The curve number of 52 was determined to be appropriate. Table 4-3 shows a summary of the downstream flows published in the 2021 report with those computed by rerunning the existing Inter-fluve model (referred to as the “duplicate” model in this report). Tighe & Bond produced identical results when rounding to the nearest cubic foot per second (cfs). Tighe & Bond concluded that the model was running correctly since the modeled downstream flows matched the 2021 Memorandum results. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-3 TABLE 4-3 Comparison of existing conditions downstream flow rates published in 2021 Inter-Fluve report with those running the provided models without changes Storm Event 2021 Report* Value Flow (cfs†) 2023 Duplicate‡ Model Value (cfs†) 2-Year 2 2.39 5-Year 5 5.25 10-Year 8 8.37 25-Year 13 13.40 50-Year 18 17.71 100-Year 23 22.60 500-Year 37 36.94 * Bass River Headwaters Restoration Project, Yarmouth MA 60% Design Report by Inter-Fluve dated May 2021 † cfs = cubic feet per second ‡ Tighe & Bond re-ran the provided models from Inter-Fluve without changes to verify the same results were being produced. 4.1.3 Changes/Updates to Hydrologic Model As part of our hydrologic analysis, Tighe & Bond reviewed the methods used to develop Inter-Fluve’s 2021 HydroCAD model. To account for additional data gathered and to meet the specific needs of the Weir Road Culvert Replacement project, Tighe & Bond made the following changes and updates to the HydroCAD model: • Added a “Pond” node to represent the existing geometry of the Weir Road culvert, the roadway, the storage area upstream of the culvert, and to estimate culvert outflow. • Developed a proposed hydrologic model, which includes a “Pond” node to represent the proposed 24-foot span bridge geometry of the Weir Road bridge, the roadway, and the storage area upstream of the bridge. 4.1.4 Baseflow In addition to updating the HydroCAD model, Tighe & Bond estimated a representative baseflow for Hamblins Brook by scaling average flows at a nearby gage on the Herring River (USGS 01105880). Both watersheds consist of ponds, residential areas, and forested wetlands, and are both situated at the headwaters of a tidally-influenced stream. We considered referencing the Quashnet River gauge (USGS 01105880), but found the Herring River (USGS 01105880) watershed to be more similar to the Hamblins Brook watershed based on topography and land cover. As such, a baseflow estimate of 0.31 cfs was considered reasonable for Hamblins Brook. A summary of basin-scaled baseflow is shown on Table 4-4. TABLE 4-4 Basin-scaled Baseflow along Hamblins Brook at Weir Road Location Watershed Area (sq. mi*) Average Flow (cfs*) Herring River (USGS 01105880) 9.4 7.37 (Observed) Hamblins Brook at Weir Road (Study Area) 0.40 0.31 (Basin-scaled) *Sq. mi = square miles, cfs = cubic feet per second Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-4 4.1.5 Hydrologic Results Table 4-5 shows the peak inflow and outflow results from the HydroCAD model. The Zarriello 20171 regression analysis approach available in the USGS Streamstats program2 does not apply to Cape Cod, so the peak flow results were not compared to state regression estimates. TABLE 4-5 Design Storm Peak Flow Rates from HydroCAD Hydrologic Model Annual Exceedance Probability (AEP) HydroCAD Inflow (cfs*) HydroCAD Outflow (cfs*) Existing Conditions Proposed Conditions† 50% AEP (2-year) 2.5 2.5 2.5 20% AEP (5-year) 5.5 5.5 5.5 10% AEP (10-year) 8.7 8.6 8.7 4% AEP (25-year) 13.9 13.6 13.9 2% AEP (50-year) 18.2 16.5 18.2 1% AEP (100-year) 23.2 19.8 23.2 0.2% AEP (500-year) 37.7 26.7 37.7 * cfs = cubic feet per second † Proposed 24-foot span bridge 4.2 Hydraulic Analysis 4.2.1 Summary of Inter-Fluve Hydraulic Model Inter-Fluve provided Tighe & Bond with the hydraulic model described in the Bass River Headwaters Restoration Project, Yarmouth MA 60% Design Report, prepared by Inter- Fluve in May 2021. The one-dimensional, steady state model of the Bass River provided by Inter-Fluve was developed using HEC-RAS (v. 5.0.6), a hydraulic modeling program available from the U.S. Army Corps of Engineers. The model extends from approximately 1,000 feet upstream of the Weir Road crossing to approximately 3,500 feet downstream of the crossing. The model evaluated existing conditions at Weir Road and one proposed alternative, a 16-foot wide bridge. The 16-foot wide bridge was designed to pass riverine flows, but the impacts of tidal fluctuations, coastal storm surges, and sea level rise were not evaluated in Inter-Fluve’s hydraulic model. The proposed bog restoration design indicates that Hamblins Brook will become tidally-influenced under proposed conditions, therefore a larger 24-foot wide bridge was assumed to provide additional capacity to accommodate tidal fluctuations, coastal storm surges, and sea level rise. These considerations are detailed in the Weir Road Culvert Alternatives Analysis Report, prepared by Tighe & Bond in July 2021, which has since been refined to consider tidal effect as summarized in this report. 1 Zarriello, P.J.,2017, Magnitude of flood flows at selected annual exceedance probabilities for streams in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2016–5156, 99 p. 2 U.S. Geological Survey, 2016, The StreamStats program, online at http://streamstats.usgs.gov, accessed August 21, 2018. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-5 Additional components of the model are summarized below. • Terrain: The existing terrain was developed using survey data collected in fall 2020 and LiDAR data from USGS (2011). The proposed terrain was developed using the proposed channel design developed by Inter-Fluve as part of the 2021 report and LiDAR data from USGS (2011). • Geometry: A geometric representation of the channel, banks, and cross-sections was created using RAS Mapper. Model geometry scenarios were developed for existing conditions and a proposed alternative (16-foot wide bridge) sized based on Massachusetts River and Stream Crossing Standards for width. • Channel Roughness: The channel Manning’s roughness coefficients (Manning’s n) was estimated to range from 0.040 (clean and winding channel with boulder and cobble substrate) to 0.045 (clean and winding with boulder and cobble substrate and more channel vegetation). The overbank area Manning’s n varied from 0.050 (scattered brush and heavy weeds) to 0.070 (medium to dense brush). The overbank Manning’s n were set constant horizontally along the cross sections. These values were based on observed channel substrate and floodplain vegetation conditions. • Boundary Conditions: The upstream boundary condition was assumed to be normal depth to represent channel depths for freshwater riverine flows at the upstream point of the model. The downstream boundary condition was assumed to be the tidally-influenced water surface elevation within Mill Pond. This includes water surface elevations during the 1-, 2-, 5-, 10-, 25-, 50-, 100-, and 500-year riverine storm events during MHHW and MLLW tidal conditions. These water surface elevations are from the North Dennis Road Culvert Improvements Hydrologic and Hydraulic Analysis memorandum by Tighe & Bond dated April 12, 2021, which used tidal boundary conditions from the February 2021 Upper Bass River Restoration: Mill Pond & Crab Creek prepared by WHG, and assumed replacement of the existing North Dennis Road culvert with a proposed 60-foot span bridge. These boundary conditions have since been refined as described in Section 4.2.3. • Flows: Flows from the HydroCAD model were assigned by cross-section for both existing and proposed conditions. Water surface elevations and channel velocities were evaluated for the 1-, 2-, 5-, 10-, 25-, 50-, 100-, 200-, and 500-year frequency storm events. 4.2.2 Hydraulic Model Verification Tighe & Bond verified that the hydraulic model provided by Inter-Fluve produced the same results as previously reported in the Bass River Headwaters Restoration Project, Yarmouth MA 60% Design Report, prepared by Inter-Fluve in May 2021, prior to making updates to support the Weir Road Culvert Replacement project. This check was required to verify the correct model runs were being used and to verify changes to results were due to changes by Tighe & Bond and not some unknown variable (or error) caused by using a different version of the model or caused by data corruption. Table 4-6 shows a summary of the downstream flows published in the 2021 report with those computed by rerunning the existing Inter-Fluve model (referred to as the “duplicate” model in this report). Tighe & Bond verified that the flood depths provided in the report were consistent with the model. Tighe & Bond concluded that the model was running Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-6 correctly since the modeled water surface elevations upstream of Weir Road matched the 2021 Memorandum under existing MLLW conditions. TABLE 4-6 Comparison of water surface elevations upstream of Weir Road under existing MLLW conditions published in 2021 Inter-Fluve report with those running the provided models without changes Storm Event 2021 Report* Value WSE† (ft†) 2023 Duplicate‡ Model Value (ft†) 10-Year 6.46 6.46 25-year 7.20 7.20 50-Year 7.76 7.76 * Bass River Headwaters Restoration Project, Yarmouth MA 60% Design Report by Inter-Fluve dated May 2021 † WSE = water surface elevation; ft = feet in NAVD88 ‡ Tighe & Bond re-ran the provided models from Inter-Fluve without changes to verify the same results were being produced. 4.2.3 Changes/Updates to Hydraulic Model Tighe & Bond updated the one-dimensional, steady-state HEC-RAS model to account for additional data and to meet the specific needs of the Weir Road Culvert Replacement project. Tighe & Bond evaluated existing conditions and two (2) proposed alternatives as part of this study: 1. Existing Conditions 2. Proposed 24-foot span arch bridge with 5.6-foot rise Tighe & Bond made the following updates to the existing conditions model: • HEC-RAS version: Ran model in the most recent version of HEC-RAS, version 6.5. • Model Extents: Simplified the model to extend approximately 1000 feet upstream and 500 feet downstream of Weir Road. • Channel Roughness: Updated overbank Manning’s n to match land cover data. Updated overbank Manning’s n varied from 0.05 (scattered brush and heavy weeds) to 0.18 (vegetated wetlands). • Ineffective Flow Areas: Added ineffective flow areas at cross sections upstream and downstream of each in-stream structure. • Contraction and Expansion Losses: For two cross sections immediately upstream and one cross section downstream of each in-stream structure, the contraction coefficient was updated to 0.3 and the expansion coefficient was updated to 0.5 to adequately estimate energy losses at the culvert opening. A contraction coefficient of 0.3 and an expansion coefficient of 0.5 was selected based on recommended values in the HEC-RAS user manual. • Boundary Conditions – Sea Level Rise: Modeled additional scenarios that incorporate sea level rise into the downstream boundary condition. The methodology used to estimate sea level rise is further described in Section 4.2.4. • Boundary Conditions – Tidal Datums and Coastal Storm Surge: Inundation data provided by the Woods Hole Group (WHG) replaced the previous downstream boundary conditions from the 2021 North Dennis Road H&H report by Tighe & Bond, which used tidal boundary conditions from the February 2021 Upper Bass Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-7 River Restoration: Mill Pond & Crab Creek prepared by WHG. These boundary conditions are further described in Section 4.2.5. • Boundary Conditions – Mixed Riverine-Coastal Events: Modeled additional scenarios that incorporate mixed riverine-coastal hydraulic events (i.e., a 10-year storm surge occurring concurrently with a 5-year frequency riverine event having the return frequency of a 50-year frequency storm event). These scenarios are further described in Section 4.2.6. • Unsteady Analysis: For the purposes of the scour analysis, additional unsteady scenarios were developed to model a typical tidal cycle and coastal storm surges. These scenarios are further described in Section 4.2.7. In addition to the changes listed above, Tighe & Bond made the following changes to model the proposed 24-foot span bridge alternatives: • Bridge Geometry: Updated the proposed bridge opening width from 16-feet to 24-feet. Based on the July 2021 Weir Road Culvert Alternatives Analysis Report prepared by Tighe & Bond, and further coordination between Tighe & Bond, Inter- Fluve, and Woods Hole Group, it was determined that although a 16-foot wide opening could adequately convey freshwater riverine flows, additional capacity may be required to accommodate anticipated flow regime changes resulting from the transition of Hamblins Brook to a tidally-influenced stream (e.g., increased water levels during tidal fluctuations, coastal storm surges, and sea level rise). A 24-foot wide structure at Weir Road was conservatively selected for this iteration of modeling (i.e., for WHG’s coastal modeling and Tighe & Bond’s bridge modeling). In addition, Tighe & Bond updated the opening shape to be an arch based on site constraints, updated bridge inverts to match design drawings, and updated ineffective flow areas at upstream and downstream cross sections. 4.2.4 Sea Level Rise To understand hydraulic conditions over the course of the proposed bridge’s service life, Tighe & Bond evaluated the impacts of sea level rise at the Weir Road crossing in the year 2070. Future tidal datums and coastal storm surge elevations located 500-feet downstream of Weir Road were obtained from the Upper Bass River Restoration Hydrologic & Hydraulic Study prepared by Woods Hole Group (WHG) in September 2024. These elevations were input into the HEC-RAS model as downstream boundary conditions. The WHG analysis used sea level rise projections from the Massachusetts Sea Level Rise and Coastal Flooding Viewer (MCFRM) to develop a future 2070 condition, which assumes 4.1 feet of sea level rise at the downstream extent of the Bass River. Downstream boundary conditions that incorporate sea level rise into the hydraulic model are shown on Table 4- 7. 4.2.5 Downstream Coastal Tailwater Elevations Downstream boundary conditions in the hydraulic model were based on coastal tailwater elevations located 500-feet downstream of Weir Road, which is the downstream limit of the hydraulic model. Coastal tailwater elevations for both existing and proposed conditions under present day and future (2070) climate scenarios were obtained from the September 2024 Upper Bass River Restoration Hydrologic & Hydraulic Study by WHG. These coastal tailwater elevations include MLLW and MHHW tidal datums and water surface elevations during the 10%, 4%, 2%, and 1% AEP coastal storm surge events. Though the existing configuration of Hamblins Brook is not tidally influenced, the downstream boundary Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-8 condition was conservatively estimated to be equal to observed tidal datums in Mill Pond. Proposed conditions include widening downstream hydraulic openings at Route 28, Highbank Road, Route 6, the Cape Cod Rail Trail, and North Dennis Road and implementing Inter-Fluve’s proposed bog restoration design, which includes removal of berms, various hydraulic control structures, and a modified channel geometry. These proposed conditions are anticipated to introduce tidal influence at Weir Road. A summary of the coastal tailwater elevations used for downstream boundary conditions for present day and future (2070) climate scenarios are summarized in Table 4-7. TABLE 4-7 Summary of Coastal Tailwater Elevations used for Downstream Boundary Conditions located 500- feet downstream of Weir Road‡ Geometry Tailwater Condition* Water Surface Elevation (ft NAVD88)* Present Day Future† SLR* Existing MLLW 0.6 4.2 MHHW 1.3 5.3 10% AEP Coastal Surge 4.8 12.2 4% AEP Coastal Surge 6.3 13.7 2% AEP Coastal Surge 8.4 14.8 1% AEP Coastal Surge 9.4 15.8 Proposed MLLW 3.7 3.7 MHHW 3.9 6.2 10% AEP Coastal Surge 7.0 12.2 4% AEP Coastal Surge 8.1 13.7 2% AEP Coastal Surge 9.0 14.8 1% AEP Coastal Surge 9.6 15.8 * AEP = annual exceedance probability; ft = feet; NAVD88 = National American Vertical Datum 1988; MLLW = Mean Lower Low Water; MHHW = Mean Higher High Water; SLR = Sea Level Rise † Future is the 2070 condition assuming SLR up to 4.1 feet at the downstream extent of the Bass River. ‡ Coastal tailwater elevations were obtained from the Upper Bass River Restoration Hydrologic & Hydraulic Study prepared by Woods Hole Group (WHG) in September 2024. Existing MLLW and MHHW elevations were conservatively assumed equal to tidal monitoring datums observed within Mill Pond. All other water surface elevations were from coastal modeling results. 4.2.6 Mixed Riverine-Coastal Hydraulic Events MassDOT requires that mixed riverine-coastal hydraulic events be considered for hydrologic and hydraulic analyses of tidally-influenced bridge crossings. Tighe & Bond developed scenarios that equate to the 2%, 1%, and 0.5% joint probability return intervals. For example, a 50% AEP riverine flood that happens concurrently with a 4% AEP coastal storm surge has a joint annual exceedance probability of 2%. This approach assumes coastal storm surges and riverine flooding are independent events. Coastal storm surge elevations 500-feet downstream of the Weir Road crossing were obtained from the WHG “Upper Bass River Restoration Hydrologic & Hydraulic Study” dated September 2024. Riverine storm events were obtained from the HydroCAD hydrologic analysis outlined in Section 4.1. Table 4-8 provides the coastal and riverine storm events that define each mixed riverine-coastal storm event used for modeling. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-9 TABLE 4-8 Riverine and Coastal storm events used to determine the mixed riverine-coastal storm event Riverine Storm Event AEP* Coastal Storm Surge AEP* Mixed Riverine- Coastal Joint AEP* 50% 4% 2.0% 10% 10% 1.0% 50% 1% 0.5% *AEP = Joint Annual Exceedance Probability 4.2.7 Unsteady Analysis During a typical tidal cycle and coastal storm surge events, peak water surface elevations do not occur at the same time as peak flows and velocities. A steady analysis provides peak surface elevation results, but in order to discern peak flows and velocities, an unsteady analysis needs to be performed. Therefore, Tighe & Bond performed 72-hour unsteady simulations of a typical tidal cycle and the 10% AEP, 4% AEP, and 2% AEP coastal storm surge events at one hour intervals for existing and proposed conditions. To model these unsteady events in HEC-RAS, upstream and downstream boundary conditions were selected. The upstream boundary condition was set to a constant baseflow of 0.31 cfs, as estimated in Section 4.1.4. The downstream boundary condition was set to an unsteady hydrograph that represents either a typical tidal cycle or a coastal storm surge. A 72-hour “typical tidal cycle” hydrograph shows how water surface elevation varies between MHHW tide and MLLW tide over the course of 12 hours and, under the conservative assumption that diurnal inequality is equal to 0, is repeated six times over the course of the 72-hour simulation. Tighe & Bond developed “typical tidal cycle” hydrographs using model results from the 2024 WHG analysis. The 2024 WHG analysis provided hydrographs for a typical tidal cycle at the mouth of the Bass River, which is located downstream of the extent of the Weir Road hydraulic model. Therefore, to accurately represent the tidal datums at the project site, the typical tidal cycle hydrograph at the mouth of the Bass River was modified to match the tidal datums at Weir Road. This methodology assumes that the hydrograph wavelength – i.e., the time between peak tides – is roughly equivalent to 12 hours at both the downstream extent of the Weir Road hydraulic model and at the mouth of the Bass River. The resulting typical tidal cycle hydrographs are shown on Figure 4-1. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-10 FIGURE 4-1 Unsteady Downstream Boundary Condition for a Typical Tide located 500 feet downstream of Weir Road A 72-hour “coastal storm surge” hydrograph begins as a “typical tidal cycle” for the first 18 hours of the simulation, then shows how water surface elevation increases, reaches a peak, and decreases during a 24-hour coastal storm surge event, and finally returns to a “typical tidal cycle” for the remaining hours of the simulation. According to the 2024 WHG analysis, the evaluated coastal storm surge events are large enough to inundate many road-stream crossings along the Bass River, showing the same peak elevations at both the downstream point of the Bass River and the downstream point of the Weir Road hydraulic model. Therefore, the peak water surface elevations estimated during a peak coastal storm surge event did not need to be converted to site specific conditions. The resulting coastal storm surge hydrographs are shown on Figure 4-2. -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 0 200 400 600 800 1000 1200 1400 Wa t e r S u r f a c e E l e v a t i o n ( f e e t N A V D 8 8 ) Time (minutes) Unit Wave for a Typical Tide at the mouth of Bass River from WHG Digitized Data Weir Road Downstream Boundary Condition - Typical Tides for Proposed Conditions, Present Day Weir Road Downstream Boundary Condition - Typical Tides for Proposed Conditions, Future (2070) Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-11 FIGURE 4-2 Unsteady Downstream Boundary Condition for a Coastal Storm Surge Events located 500 feet downstream of Weir Road All unsteady flow scenarios, including both existing and proposed conditions at Weir Road, conservatively assume flow restrictions downstream of Weir Road have been widened. The results of unsteady tidal modeling were used to estimate scour depths. A summary of unsteady HEC-RAS scenarios is included on Table 4-9. 4.2.8 Hydraulic Results MassDOT classifies Weir Road as an Urban Collector. The LRFD Bridge Manual recommends a 10-year hydraulic design storm, a 25-year scour design storm, and a 50-year scour design check storm. Freeboard is defined as the distance from the peak water surface elevation upstream of a bridge to the top of the bridge opening (referred to as the low -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0 500 1000 1500 2000 2500 3000 Wa t e r S u r f a c e E l e v a t i o n ( f e e t N A V D 8 8 ) Time (minutes) Unit Wave for a Typical Tide at the mouth of Bass River from WHG Digitized Data 10% AEP Unit Wave from Digitized Data 10% AEP Coastal Storm Surge Downstream of Weir Road (Proposed Conditions, Present Day) 4% AEP Unit Wave from Digitized Data 4% AEP Coastal Storm Surge Downstream of Weir Road (Proposed Conditions, Present Day) 2% AEP Unit Wave from Digitized Data 2% AEP Coastal Storm Surge Downstream of Weir Road (Proposed Conditions, Present Day) 1% AEP Unit Wave from Digitized Data 1% AEP Coastal Storm Surge Downstream of Weir Road (Proposed Conditions, Present Day) Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-12 chord, or the culvert crown). These results were evaluated across the range of storms summarized in Table 4-9. TABLE 4-9 Summary of HEC-RAS Flow Scenarios Flow Scenario Description Riverine Flow Condition* Coastal Tailwater Downstream Boundary Condition Storm Event Short ID* Riverine Flooding during MLLW Tide (Present Day, Steady) 50% AEP MLLW 50% AEP MLLW 20% AEP 20% AEP MLLW 10% AEP 10% AEP MLLW 4% AEP 4% AEP MLLW 2% AEP 2% AEP MLLW 1% AEP 1% AEP MLLW 0.2% AEP 0.2% AEP MLLW Riverine Flooding during MHHW Tide (Present Day, Steady) 50% AEP MHHW 50% AEP MHHW 20% AEP 20% AEP MHHW 10% AEP 10% AEP MHHW 4% AEP 4% AEP MHHW 2% AEP 2% AEP MHHW 1% AEP 1% AEP MHHW 0.2% AEP 0.2% AEP MHHW Riverine Flooding during MHHW Tide (SLR* in 2070, Steady) 50% AEP MHHW + SLR 50% AEP MHHW + SLR 20% AEP 20% AEP MHHW + SLR 10% AEP 10% AEP MHHW + SLR 4% AEP 4% AEP MHHW + SLR 2% AEP 2% AEP MHHW + SLR 1% AEP 1% AEP MHHW + SLR 0.2% AEP 0.2% AEP MHHW + SLR Mixed Riverine- Coastal Surge Flooding (Present Day, Steady) 50% AEP 4% AEP Surge 2% AEP Mixed 10% AEP 10% AEP Surge 1% AEP Mixed 50% AEP 1% AEP Surge 0.5% AEP Mixed Mixed Riverine- Coastal Surge Flooding (SLR* in 2070, Steady) 50% AEP 4% AEP Surge + SLR 2% AEP Mixed + SLR 10% AEP 10% AEP Surge + SLR 1% AEP Mixed + SLR 50% AEP 1% AEP Surge + SLR 0.5% AEP Mixed + SLR Typical Tidal Cycle (Present Day, Unsteady) Baseflow Typical Tide Cycle Baseflow + Typical Tide Coastal Surge Flooding (Present Day, Unsteady) Baseflow 10% AEP Surge Baseflow + 10% AEP Surge Baseflow 4% AEP Surge Baseflow + 4% AEP Surge Baseflow 2% AEP Surge Baseflow + 2% AEP Surge *AEP = Annual Exceedance Probability; SLR = Sea Level Rise § Shading indicates a hydraulic design storm event. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-13 4.2.8.1 Steady Flow Simulation Results Peak flows evaluated in the hydrologic analysis were subsequently used as input to the HEC-RAS model to evaluate hydraulics at Weir Road for existing and proposed conditions. Tables 4-10 and 4-11 show results of the hydraulic analysis, and Attachment C provides HEC-RAS model output for the existing and proposed conditions. TABLE 4-10 Steady HEC-RAS Results for Existing Conditions at Weir Road (culvert crown at 4.23 ft NAVD88) Storm Event Peak WSE* US of Culvert (NAVD88) Free- board (ft*)† Distance to Top of Road (ft*)† Average Velocity US* Inside Culvert (ft/s2) Average Velocity DS* Inside Culvert (ft/s2) 50% AEP MLLW 3.4 0.8 7.3 0.9 0.9 20% AEP MLLW 3.8 0.5 6.9 1.5 1.5 10% AEP MLLW 4.0 0.2 6.7 1.9 2.0 4% AEP MLLW 4.4 -0.2 6.3 2.5 2.7 2% AEP MLLW 4.7 -0.5 6.0 3.0 3.0 1% AEP MLLW 5.1 -0.9 5.6 3.6 3.6 0.2% AEP MLLW 6.2 -2.0 4.5 4.9 4.9 50% AEP MHHW 3.4 0.8 7.3 0.9 0.9 20% AEP MHHW 3.8 0.5 6.9 1.5 1.5 10% AEP MHHW 4.0 0.2 6.7 1.9 2.0 4% AEP MHHW 4.4 -0.2 6.3 2.5 2.7 2% AEP MHHW 4.7 -0.5 6.0 3.0 3.0 1% AEP MHHW 5.1 -0.9 5.6 3.6 3.6 0.2% AEP MHHW 6.2 -2.0 4.5 4.9 4.9 50% AEP MHHW + SLR 5.3 -1.1 5.4 0.5 0.5 20% AEP MHHW + SLR 5.4 -1.2 5.3 1.0 1.0 10% AEP MHHW + SLR 5.6 -1.4 5.1 1.6 1.6 4% AEP MHHW + SLR 6.0 -1.8 4.7 2.5 2.5 2% AEP MHHW + SLR 6.4 -2.1 4.4 3.0 3.0 1% AEP MHHW + SLR 6.8 -2.6 3.9 3.6 3.6 0.2% AEP MHHW + SLR 8.1 -3.8 2.7 4.9 4.9 2% AEP Mixed 6.3 -2.1 4.4 0.5 0.5 1% AEP Mixed 5.1 -0.9 5.6 1.6 1.6 0.5% AEP Mixed 9.4 -5.2 1.3 0.5 0.5 2% AEP Mixed + SLR 13.7 -9.5 -3.0 0.1 0.1 1% AEP Mixed + SLR 12.2 -8.0 -1.5 0.1 0.1 0.5% AEP Mixed + SLR 15.8 -11.6 -5.1 0.1 0.1 *WSE = Water Surface Elevation, US = Upstream, DS = Downstream, ft = feet, ft/s = feet per second †Culvert crown elevation = 4.23 feet NAVD88, Top of roadway elevation = 10.7 feet NAVD88 § Shading indicates results during a hydraulic design storm event. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-14 TABLE 4-11 Steady HEC-RAS Results for Proposed Alternative 1: 24-foot wide Arch Bridge at Weir Road (bridge low chord at 7.2) Storm Event Peak WSE* US of Culvert (NAVD88) Free- board (ft*)† Distance to Top of Road (ft*)† Average Velocity US* Inside Bridge (ft/s2) Average Velocity DS* Inside Bridge (ft/s2) 50% AEP MLLW 3.7 3.5 7.0 0.1 0.1 20% AEP MLLW 3.7 3.5 7.0 0.1 0.1 10% AEP MLLW 3.7 3.5 7.0 0.2 0.2 4% AEP MLLW 3.7 3.5 7.0 0.3 0.3 2% AEP MLLW 3.8 3.5 7.0 0.3 0.4 1% AEP MLLW 3.8 3.4 6.9 0.4 0.4 0.2% AEP MLLW 3.9 3.3 6.8 0.6 0.7 50% AEP MHHW 3.9 3.3 6.8 0.1 0.1 20% AEP MHHW 3.9 3.3 6.8 0.1 0.1 10% AEP MHHW 3.9 3.3 6.8 0.2 0.2 4% AEP MHHW 3.9 3.3 6.8 0.3 0.2 2% AEP MHHW 3.9 3.3 6.8 0.3 0.3 1% AEP MHHW 4.0 3.3 6.8 0.4 0.4 0.2% AEP MHHW 4.0 3.2 6.7 0.6 0.7 50% AEP MHHW + SLR 6.2 1.0 4.5 0.0 0.0 20% AEP MHHW + SLR 6.2 1.0 4.5 0.1 0.1 10% AEP MHHW + SLR 6.2 1.0 4.5 0.1 0.1 4% AEP MHHW + SLR 6.2 1.0 4.5 0.1 0.1 2% AEP MHHW + SLR 6.2 1.0 4.5 0.2 0.2 1% AEP MHHW + SLR 6.2 1.0 4.5 0.2 0.2 0.2% AEP MHHW + SLR 6.2 1.0 4.5 0.4 0.4 2% AEP Mixed 8.1 -0.9 2.6 0.0 0.0 1% AEP Mixed 7.0 0.2 3.7 0.1 0.1 0.5% AEP Mixed 9.6 -2.4 1.1 0.0 0.0 2% AEP Mixed + SLR 13.7 -6.5 -3.0 0.0 0.0 1% AEP Mixed + SLR 12.2 -5.0 -1.5 0.1 0.1 0.5% AEP Mixed + SLR 15.8 -8.6 -5.1 0.0 0.0 *WSE = Water Surface Elevation, US = Upstream, DS = Downstream, ft = feet, ft/s = feet per second †Low chord elevation = 7.2 feet NAVD88, Top of roadway elevation = 10.7 feet NAVD88 § Shading indicates results during the hydraulic design storm. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-15 4.2.8.2 Unsteady Flow Simulation Results To evaluate time-varying tide cycles and coastal storm surges with an unsteady analysis, coastal tailwater elevations from the September 2024 WHG analysis were used as a stage hydrogrpah boundary conditions in the model. Peak water surface elevations upstream of culvert, flows, and velocities when the peak water surface elevation occurred are shown on Tables 4-12 and 4-13. Figure 4-3 shows estimated water surface elevations and flows during the unsteady tidal simulation. TABLE 4-12 Unsteady HEC-RAS Results for Existing Conditions at Weir Road (culvert crown at 4.23 ft NAVD88) Storm Event Simulation Time Peak WSE* US of Culvert (NAVD88) Free- board (ft*)† Distance to Top of Road (ft*)† Peak Flow (cfs)*‡ Average Velocity US* Inside Bridge (ft/s)*‡ Average Velocity DS* Inside Bridge (ft/s)*‡ Typical Tidal Cycle Varies 3.8 0.4 6.9 0.2 0.0 0.0 Varies 3.9 0.3 6.8 0.3 0.0 0.0 Varies 3.8 0.4 6.9 0.4 0.0 0.0 Baseflow + 10% AEP Coastal Surge 16MAY2024 0100 6.7 -2.5 4.0 -11.0 -2.0 -2.0 16May2024 0100 7.0 -2.8 3.7 0.3 0.0 0.0 16MAY2024 0800 4.5 -0.3 6.2 14.1 2.6 2.6 Baseflow + 4% AEP Coastal Surge 16MAY2024 0100 8.1 -3.9 2.6 -23.8 -4.4 -4.4 16May2024 0100 8.1 -3.9 2.6 0.3 0.0 0.0 16MAY2024 0900 4.5 -0.3 6.2 17.6 3.2 3.2 Baseflow + 2% AEP Coastal Surge 15MAY2024 2400 8.7 -4.5 2.0 -29.2 -5.4 -5.4 16May2024 0100 9.0 -4.8 1.7 0.3 0.0 0.0 16MAY2024 0800 6.2 -2.0 4.5 20.4 3.7 3.7 * US = Upstream, DS = Downstream, ft = feet, ft/s = feet per second † Culvert crown elevation = 4.23 feet NAVD88, Top of roadway elevation = 10.7 feet NAVD88 ‡ Negative flows and velocities indicate a downstream to upstream flow direction. § Shading indicates results during the hydraulic design storm. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-16 TABLE 4-13 Unsteady HEC-RAS Results for Proposed Alternative 1: 24-foot wide Arch Bridge at Weir Road (bridge low chord at 7.2) Storm Event Simulation Time Peak WSE* US of Culvert (NAVD88) Free- board (ft*)† Distance to Top of Road (ft*)† Peak Flow (cfs)* Average Velocity US* Inside Bridge (ft/s)* Average Velocity DS* Inside Bridge (ft/s)* Typical Tidal Cycle Varies 3.8 3.4 6.9 -1.1 0.0 0.0 Varies 3.9 3.3 6.8 0.0 0.0 0.0 Varies 3.8 3.4 6.9 1.4 0.0 0.0 Baseflow + 10% AEP Coastal Surge 15MAY2024 2200 5.9 1.3 4.8 -48.3 -0.5 -0.5 16May2024 0200 7.0 0.2 3.7 0.0 0.0 0.0 16MAY2024 0400 6.2 1.0 4.5 38.5 0.4 0.4 Baseflow + 4% AEP Coastal Surge 15MAY2024 2200 6.9 0.3 3.8 -65.7 -0.6 -0.6 16May2024 0200 8.1 -0.9 2.6 0.0 0.0 0.0 16MAY2024 0600 6.0 1.2 4.7 51.8 0.5 0.5 Baseflow + 2% AEP Coastal Surge 15MAY2024 2000 6.1 1.2 4.7 -88.8 -0.9 -0.9 16May2024 0200 9.0 -1.8 1.7 0.0 0.0 0.0 16MAY2024 0700 5.9 1.3 4.8 73.7 0.8 0.8 * US = Upstream, DS = Downstream, ft = feet, ft/s = feet per second † Low chord elevation = 7.2 feet NAVD88, Top of roadway elevation = 10.7 feet NAVD88 ‡ Negative flows indicate a downstream to upstream flow direction. § Shading indicates results during the hydraulic design storm. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-17 FIGURE 4-3 Modeled Water Surface Elevations (WSE) and Flows Upstream of Weir Road During Typical Tidal Cycle and Coastal Storm Surge Events 4.2.8.3 Comparison of Upstream and Downstream Water Levels Widening the hydraulic opening at Weir Road could lead to increases in tidal flooding during a coastal storm surge event upstream of the structure. To evaluate differences in tidal flooding between existing conditions and the proposed alternative, Tighe & Bond compared water levels at the upstream and downstream extents of the hydraulic model for a variety of coastal storm surge events. Using MassGIS 2021 Ortho-imagery and WHG’s inundation maps, shown below on Figure 4-4 and included in the 2024 WHG report, we identified changes in flooding that impact residential properties currently abutting the site. Table 4-14 summarizes changes in flooding for existing and proposed conditions at Weir Road. -100 -50 0 50 100 0 2 4 6 8 10 0 10 20 30 40 50 Fl o w ( c f s ) Wa t e r S u r f a c e E l e v a t i o n (f e e t N A V D 8 8 ) Simulation Time (Hours) Existing Conditions WSE (ft NAVD88) - Typical Tide WSE (ft NAVD88) - 10% AEP WSE (ft NAVD88) - 4% AEP WSE (ft NAVD88) - 2% AEP Flow (cfs) - Typical Tide Flow (cfs) - 10% AEP Flow (cfs) - 4% AEP Flow (cfs) - 2% AEP -100 -50 0 50 100 0 2 4 6 8 10 0 10 20 30 40 50 Fl o w ( c f s ) Wa t e r S u r f a c e E l e v a t i o n ( f e e t NA V D 8 8 ) Simulation Time (Hours) Proposed Alternative 1 - 24 foot wide Arch Bridge WSE (ft NAVD88) - Typical Tide WSE (ft NAVD88) - 10% AEP WSE (ft NAVD88) - 4% AEP WSE (ft NAVD88) - 2% AEP Flow (cfs) - Typical Tide Flow (cfs) - 10% AEP Flow (cfs) - 4% AEP Flow (cfs) - 2% AEP Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-18 TABLE 4-14 Comparison of Peak Water Surface Elevations Upstream and Downstream of Weir Road for Existing and Proposed Conditions Storm Event Existing Conditions Proposed Conditions Changes in flooding at Residential Buildings Peak DS WSE (feet NAVD88) Peak US WSE (feet NAVD88) Peak DS WSE (feet NAVD88) Peak US WSE (feet NAVD88) Baseflow + 10% AEP Surge 7.0 6.4 7.0 7.0 No apparent changes for existing & proposed conditions Baseflow + 2% AEP Surge 9.0 8.2 9.0 9.0 New apparent flooding at 68 and 72 Seminole Drive for proposed conditions 1% Mixed + SLR* 12.2 12.2 12.2 12.2 Unchanged from existing conditions *The 1% Mixed + SLR storm is equivalent to the concurrent occurrence of the 10% AEP Riverine storm and 10 % AEP Surge with sea level rise. FIGURE 4-4 Inundation Maps prepared by Woods Hole Group for the 10%, 2%, and 1% AEP Coastal Storm Surge Events (also included in Attachment H) Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-19 Based on these results, WHG’s inundation maps, and in collaboration with the project partners, Inter-Fluve will further review these results and incorporate flood mitigation as part of their final design to protect buildings for the flood conditions. 4.2.9 Hydraulic Summary The MassDOT Municipal Bridge Project MGL Chapter 85 Section 35 Review Process Design Requirements and Submittal for New Bridge and Full Bridge Replacement Projects indicates that bridge replacements for an urban collector are required to pass the 10% AEP storm event below the bridge low chord and optimally, should be configured to pass the 10% AEP storm event with 2-feet of freeboard. Proposed Alternative 1 meets MassDOT hydraulic requirements by passing the 10% AEP riverine storm event at MHHW with 3.3 feet of freeboard (compared to the low chord) but only passes the 10% AEP coastal surge event with 0.2 feet of freeboard. Alternative 1 can pass the 1% AEP riverine storm event and the 0.5% AEP mixed riverine-coastal surge event (during which water surface elevations equal to the 1% AEP coastal surge event are anticipated) without overtopping the roadway. Hamblins Brook is anticipated to become tidally influenced under proposed conditions, with flows and velocities regularly traveling in both the upstream and downstream direction during a typical tidal cycle. During mixed coastal-riverine events at Weir Road, water surface elevations are anticipated to be dominated by coastal storm surge, with negligible impacts from freshwater riverine flooding. For example, whether a 10% AEP coastal storm surge occurs during typical baseflow conditions or concurrently with a 10% AEP riverine flooding event (i.e., the 1% AEP mixed riverine-coastal event), water surface elevations upstream of the proposed 24-foot arch span bridge are anticipated to be 7.1 feet NAVD88. Based on the comparison between water surface elevations upstream and downstream of Weir Road, the existing structure at Weir Road attenuate some coastal flooding, as downstream water surface elevations are greater than upstream water surface elevations for the 10%, 4%, and 2% AEP coastal surge events. A 24-foot wide opening will not attenuate flow during these coastal surge events, as upstream and downstream elevations are estimated to be equal. Increases in inundation extent are not anticipated to significantly encroach upon residential buildings during the 10% AEP coastal surge event, but may impact the residential building at 68 Seminole Drive during the 4% and 2% AEP coastal surge event. During the 2% AEP coastal surge there may also be some minor flooding at 72 Seminole Drive near the edge of the property. With sea level rise, flooding impacts during the 1% AEP joint riverine coastal surge event are approximately equal between existing and proposed conditions, as both the existing and proposed roadway crossings and berms are would be overtopped. The 24-foot wide arch culvert alternative offers substantial improvements compared to existing conditions. Based on the Town's desired level of service for the roadway, the low chord can be raised to 9.0 feet NAVD88 to pass the 10% AEP coastal surge with two feet of freeboard, but this would require raising the roadway profile. If the roadway profile is raised, an elevation of 12.2 feet NAVD88 would be recommended to provide adequate headroom for existing utilities and to pass the 10% AEP coastal storm surge with sea level rise without overtopping the roadway. Raising the roadway profile would increase the footprint of the proposed bridge and require additional fill materials, which would result in additional environmental impacts that have not been assessed. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-20 4.3 Stream-Crossing Standards Massachusetts River and Stream Crossing Standards do not apply to tidally-influenced streams, but were referenced as a basis of comparison between existing conditions and the proposed alternative. The 10% AEP (10-year frequency) storm event is the required design storm and can be passed with more than 2.0 feet off freeboard. The proposed 24- foot wide bridge meets the optimal Massachusetts River and Stream Crossing Standards, passing the 0.2% AEP (500-year frequency) riverine storm event and 1% AEP (100-year frequency) coastal storm surge event without overtopping the road. A summary of these alternatives is provided in Table 4-15. TABLE 4-15 Summary of Stream-Crossing Standard Conditions Model Scenario Opening Width (feet) Bankfull Width Factor*† Openness Ratio‡ Largest AEP Storm Event Passing Without Overtopping Roadway Existing Conditions 3.2 0.2 0.15 0.2% AEP Riverine / 1% AEP Coastal Surge Proposed Conditions 24-foot wide arch bridge 24 1.7 >0.82 (meeting stream crossing standards) 0.2% AEP Riverine / 1% AEP Coastal Surge * The bankfull width was estimated to be 14 feet. † The stream crossing standards suggest a bankfull width factor of 1.2 or larger. ‡ The stream crossing standards suggest an openness ratio of 0.82 or higher. § Water surface elevations during the 1% AEP Coastal Surge are equal to the 0.5% Mixed Riverine- Coastal Storm Event. A 24-foot wide arch culvert imbedded with sediment will meet optimal stream crossing standards, spanning the streambed and banks with sufficient headroom to provide dry passage for wildlife. 4.4 Scour Safety/Stability Analysis Scour at the Weir Road Bridge was evaluated in a manner consistent with the general guidelines set forth in the FHWA Hydraulic Engineering Circular No. 18 (HEC-18), HEC-20, and the MassDOT LRFD Bridge Manual Section 1.3.3.4 Scour/Stability Analysis. The HEC- RAS model was used to estimate the hydraulic parameters required to compute the total scour potential. The scour design and scour check flood return frequencies were the 4% AEP (25-year) and the 2% AEP (50-year) storm events, based on Table 1.3.4-1 in the LRFD Bridge Manual for an Urban Collector. To evaluate impacts of both riverine and coastal surge events with annual exceedance probabilities equal to the scour design and scour check storms, Tighe & Bond evaluated a riverine event on the upstream side of the bridge at MLLW tide, a coastal storm surge on the downstream side of the bridge, and the recession of a coastal storm surge on the upstream side of the bridge. Total scour consists of the summation of contraction scour, abutment scour, pier scour, and long-term aggregation and degradation. Contraction scour and abutment scour was calculated using the Clear-Water Scour Equation for Open-Bottom Culverts outlined in HEC-18. There are no piers proposed, so pier scour was not evaluated. Long-term aggregation and degradation and an armoring analysis were evaluated based on Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-21 qualitative approaches outlined in HEC-20. Scour calculations did not account for any potential scour countermeasures; however, optional countermeasures were designed for consideration to reduce future scour potential. Abutment, contraction, and long-term aggregation and degradation scour processes were evaluated in detail. Attachment D contains the calculations for this analysis. Based on modeled hydraulic characteristics and sediment size, clear-water (water free of sediment) conditions were predicted in the channel and banks during both the 4% AEP scour design storm and the 2% AEP scour check storm consistent with the bridge equations used from HEC-18. The computed combined contraction and abutment scour depth for the 4% AEP scour design storm and 2% AEP scour check storm were 2.1 feet and 3.3 feet, respectively. A summary of the evaluated storm events and scour depth estimates are shown on Table 4-16. Calculations performed to estimate contraction and abutment scour are included in Attachment D. TABLE 4-16 Summary of Contraction and Abutment Scour Scour Description Storm Event* Bridge Opening * Maximum Scour Depth (ft) Scour Elevation (ft NAVD88) Scour Design Storm Riverine 4% AEP Storm + MLLW US 0.4 1.2 Riverine Baseflow + 4% AEP Coastal Surge US 1.1 0.6 Riverine Baseflow + 4% AEP Coastal Surge DS 2.1 -0.5 Scour Check Storm Riverine 2% AEP Storm + MLLW US 0.5 1.1 Riverine Baseflow + 2% AEP Coastal Surge US 3.3 -1.7 Riverine Baseflow + 2% AEP Coastal Surge DS 2.1 -0.5 * AEP = annual exceedance probability, US = Upstream, DS = Downstream, MLLW = mean lower low water, MHHW = mean higher high water † Bold values indicate maximum scour depths selected for the scour design and scour check storms. The potential for long term aggradation and degradation was analyzed consistent with the methods outlined in HEC-20. Sediment aggradation and degradation was not observed onsite. The natural bed material of this stream is mostly composed of poorly graded sand. The D50 for the channel and floodplain is approximately 0.015-inch and 0.012-inch, respectively. The D85 for the channel and floodplain is 0.043-inch and 0.031-inch, respectively. An incipient diameter analysis was performed, and results indicate that the hydraulic forces are adequate to transport bed material up to approximately 0.00004-inch during a typical tidal cycle, and 0.00008-inch for a 2-year frequency storm event (an approximation for the channel forming flow rate), which is less than the average D85. An armoring analysis was performed consistent with the methods outlined in HEC-20. It is anticipated that an armor layer would form after degradation of less than 0.0001 feet. Long term degradation at the proposed culvert is therefore not considered likely due to armoring. Stream sediment is recommended to have a D50 greater than or equal to existing conditions to further reduce potential for degradation. Calculations performed to estimate long term aggradation and degradation are included in Attachment D. Section 4 Engineering Methods Tighe&Bond Hydraulic Design Report 4-22 4.5 Scour Countermeasure Design The appropriate cobble/stone size to protect the upstream and downstream embankment slopes was evaluated using Federal Highway Administration (FHWA) Hydraulic Engineering Circular No. 23 (HEC-23) Volume 2. Equations 18.1 and 4.2 in HEC-23 were used to calculate the stable median stone diameter (D50) and the D30. Attachment E provides the results of the stone sizing analysis. The appropriate gradation was determined based on Class I riprap as provided in HEC-23 with the following characteristics: • D30 ≥ 3-inch • D50 ≥ 6-inch The option is available for the slope protection to extend below the channel bottom to provide an additional scour countermeasure. If additional scour protection is desired, the channel stone could be placed below native sediment in the channel so that the natural substrate will underly the channel during normal (non-scour) conditions to support habitat. 4.6 Discussion of FEMA Regulatory Requirements Hamblins Brook at Weir Road is within a Federal Emergency Management Agency (FEMA) 100-year Special Flood Hazard Area (SFHA) Zone AE, with a FEMA Base Flood Elevation (BFE) of 9 feet NAVD88 both upstream and downstream of the culvert. The location is shown on the Flood Insurance Rate Map (FIRM) for the Town of Yarmouth Panel 25001C0579J dated July 16, 2014. According to the FEMA Flood Insurance Study (FIS) for Barnstable County, the BFE was determined by evaluating tidal flooding and wave action along the Bass River. Tighe&Bond Hydraulic Design Report 5-1 Section 5 Conclusions and Recommendations 5.1 Conclusions The hydrologic and hydraulic analysis methodology and results described above will be used as the basis of design of the Weir Road Culvert Replacement Project along Hamblins Brook in the Town of Yarmouth. The analysis confirms that a 24-foot open bottom arch will provide adequate hydraulic capacity for the hydraulic design storm (10% AEP riverine storm) and will provide adequate capacity to convey typical tidal flows. However, the 24- foot wide open bottom arch is not anticipated to provide adequate capacity to pass the 10% AEP costal storm surge event with two feet of freeboard without raising the roadway. Based on the Town's desired level of service for the roadway, the low chord could be raised to 9.2 feet NAVD88 to pass the 10% AEP coastal surge event with two feet of freeboard, but this would require raising the roadway profile to an elevation of 12.2 feet NAVD88 to provide adequate headroom for existing utilities, leading to additional environmental impacts that have not been evaluated. Furthermore, scour depths for the scour design storm (4% AEP storm) and the scour check storm (2% AEP storm) are anticipated to be 2.1 feet and 3.3 feet, respectively. Bridge foundations will be designed to withstand these scour depths. In addition, cobbles may be buried below the channel bottom to provide an additional scour countermeasure. The final design will need to consider construction and permitting requirements and restrictions pertinent to the selected alternative. Potential environmental impacts, hydraulic impacts evaluated in this report, and potential for terrestrial and aquatic organism passage will be considered. Section 5 Conclusions and Recommendations Tighe&Bond Hydraulic Design Report 5-2 5.2 Hydraulic Design Table and Summary Tables for Preferred Alternative Table 5-1 provides the hydraulic design data table for the proposed Weir Road Bridge, Table 5-2 provided a summary of the hydraulic performance, and Table 5-3 provides a summary of proposed flows for temporary water controls. TABLE 5-1 Hydraulic Design Data Table Included in Design Drawings for Weir Road Bridge with low chord at 7.2 feet NAVD88 HYDRAULIC DATA (PROPOSED CONDITIONS) DRAINAGE AREA 0.4 SQ. MILES DESIGN FLOOD ANNUAL CHANCE (RETURN FREQUENCY) 10% (10-YEARS) DESIGN FLOOD DISCHARGE (10 YR) 8.7 CFS DESIGN FLOOD VELOCITY (10 YR) 7.5 FPS DESIGN FLOOD ELEVATION (10 YR) 3.7 FEET AT MLLW, 3.9 FEET AT MHHW BASE 100-YR FLOOD DATA (PROPOSED CONDITIONS) BASE FLOOD DISCHARGE (100 YR) 23.2 CFS BASE FLOOD ELEVATION (100 YR) 4.0 FEET DESIGN AND CHECK SCOUR DATA SCOUR DESIGN FLOOD ANNUAL CHANCE (RETURN FREQUENCY) 4% (25-YEARS) DESIGN FLOOD ABUTMENT SCOUR DEPTH 2.1 FEET SCOUR CHECK FLOOD ANNUAL CHANCE (RETURN FREQUENCY) 2% (50-YEARS) CHECK FLOOD ABUTMENT SCOUR DEPTH 3.3 FEET FLOOD OF RECORD DISCHARGE UNKNOWN FREQUENCY (IF KNOWN) N/A MAXIMUM ELEVATION N/A DATE N/A HISTORY OF ICE FLOWS UNKNOWN EVIDENCE OF SCOUR AND EROSION N/A NOTE: THE HYDRAULIC ANALYSIS ASSUMES NO MAJOR CHANGES IN THE LOCAL HYDRAULIC REGIME WILL OCCUR WITHIN THE DESIGN LIFE OF THE REPLACEMENT BRIDGE, EXCEPT FOR WIDENING OF DOWNSTREAM FLOW RESTRICTIONS. Section 5 Conclusions and Recommendations Tighe&Bond Hydraulic Design Report 5-3 TABLE 5-2 Summary of Hydraulic Performance for Riverine Storm Events AEP* Coastal Tailwater Boundary Condition Peak Flow (cfs*) Existing Proposed WSEL* (feet NAVD88*) Velocity (ft/s*) WSEL* (feet NAVD88*) Velocity (ft/s*) 50% (2-year) MLLW* 2.5 3.4 0.9 3.7 0.1 20% (5-year) 5.5 3.8 1.5 3.7 0.1 10% (10-year) 8.7 4.0 2.0 3.8 0.2 4% (25-year) 13.9 4.4 2.7 3.8 0.3 2% (50-year) 18.2 4.7 3.0 3.9 0.3 1% (100-year) 23.2 5.1 3.6 4.0 0.4 0.2% (500-year) 37.7 6.2 4.9 4.4 0.6 50% (2-year) MHHW* 2.5 3.4 0.9 3.9 0.0 20% (5-year) 5.5 3.8 1.5 3.9 0.1 10% (10-year) 8.7 4.0 2.0 3.9 0.2 4% (25-year) 13.9 4.4 2.7 4.0 0.2 2% (50-year) 18.2 4.7 3.0 4.1 0.3 1% (100-year) 23.2 5.1 3.6 4.1 0.4 0.2% (500-year) 37.7 6.2 4.9 4.4 0.6 * cfs = cubic feet per second, NAVD88 = North American Vertical Datum of 1988, ft/s = feet per second, MLLW = mean lower low water, MHHW = mean higher high water TABLE 5-3 Temporary Water Control Design Data AEP* Peak Flow (cfs*) Water Surface Elevation† (feet NAVD88*) Velocity† (ft/s*) Freeboard† (feet) MassDOT Recommended Elevation for Coffer Dam‡ (feet NAVD88*) 50% (2-year) MHHW 2.5 3.4 0.9 1.5 4.9 * AEP = annual exceedance probability, cfs = cubic feet per second, NAVD88 = North American Vertical Datum of 1988, ft/s = feet per second † The computed water surface elevation and freeboard assume the temporary water control has similar capacity to the existing culverts. Actual water levels and coffer dam elevations to be developed by contractor. ‡ The LRFD Bridge Manual recommends the top elevation of the temporary water control measure be the design flood elevation plus 1 foot of freeboard. J:\B\B5091 Friends of Bass River\003 Weir Road Bridge\Reports\Chapter 85 H&H Report\Weir Road Bridge_Hydraulic Design Report.docx Tighe&Bond ATTACHMENT A Figures WADSWO R T H LANE U NIO N STR EET BRATTL E D RIVE M A R G A R E T J O S E P H R O A D R O U T E 6A COBB AVENUE WHITEROCKROAD W EIR R O A D H E LMSMANDRIVE K ATH A RY N MIC H AEL R O A D DEVEAU LANE K E NCOMS E T T CIRCLE W EST GREAT W ESTERNROAD F R A N C E S H E L E N R O A D KNOLLW O O D D R I V E JARED LANE AHAB R OAD FREEBOARDLANE M A R Y D AVIDROAD P EQUODCI RCLE HARPOON LANE CLINTON DRI V E S E M I N O L E D R I V E ARROWHEAD DRIVE STARBUCK LANE L E X I N G T O N L A N E MOHEGAN LANE CHEYE N N E L A NE FIGURE 1SITE AERIAL OVERVIEW Weir RoadCulvert ImprovementsYarmouth, Massachusetts¹0 250 500 Feet 1:6,000 G:\GIS\MA\SiteLo cus\Yarm outh\Overview_WeirRoadCulvert.mxd [Exported By: MHarr is, 5/31/2024, 5:06:38 PM] Based on Nearmap Color Ortho photography (2024) B-5091 May 2024 ^_ È Weir Road CulvertLatitude: 41.69924Longitude: -70.21587 Tigh e&B ond Hamblins Brook Miss Thatchers Pond Mill Pond Based on U SGS National MapTopo Basemap for Dennis, MA.Conto ur Interval Equals 10-foot. 0 500 1,000 Feet 1:12,000 G:\GIS\MA\SiteLo cus\Yarm outh\DrainageA reaMap_WeirRo adCulvert.m xd [Exported By: MHarris, 5/31/2024, 4:59:16 PM] FIGURE 2DRAINAGE AREA MAP Weir RoadCulvert ImprovementsYarmouth, Massachusetts May 2024 B-5091 ^_ ¹ È Weir Road Bridge Tigh e&B ond Legend Drainage Area È Drainage AreaSub-Basin 3 ROWL EY L A NE K ATH A RYN MIC H AEL R OAD COBBAVENUE W EIR R O A D HELMSMANDRIVE WESTGREATWESTERN ROAD K N O L L W O O D D R I V E M A R YDAVIDROAD FREEBOARD LANE ARROWHEADDRIVE HARPOONLANE STARBUCK LANE S E M I N O L E D R I V E L E X I N G T O N L A N E MOHEGAN LANE CHEYEN NE LA N E 6 9 0 632710 74 0 6 1 8 821 1055 5 9 6 1316 1417 0 1596 5 5 6 5 1 7 5 4 5 3 2 8 130 FIGURE 3HYDRAULIC MODEL GEOMETRY Weir RoadCulvert ImprovementsYarmouth, Massachusetts¹0 150 300 Feet 1:3,600 G:\GIS\MA\SiteLo cus\Yarm outh\HydraulicModelGeometry_WeirRoadCulvert.mxd [Exported By: MHarris, 6/6/2024, 12:59:02 PM] Based on Nearmap Color Ortho photography (2024)Cross section label indicates river station. B-5091 June 2024 ^_ Legend Model Cross Section È Weir Road CulvertLatitude: 41.69924Longitude: -70.21587 Tigh e&B ond Hamblins Brook Miss Thatchers Pond Mill Pond Tighe&Bond ATTACHMENT B HydroCAD Report 3S Basin 3 5P Weir Road Culvert (Proposed) Routing Diagram for B5091-001_Proposed Prepared by Tighe & Bond, Printed 6/4/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 001 Year NOAA10 24-hr C Default 24.00 1 2.87 2 2 002 Year NOAA10 24-hr C Default 24.00 1 3.39 2 3 005 Year NOAA10 24-hr C Default 24.00 1 4.24 2 4 010 Year NOAA10 24-hr C Default 24.00 1 4.95 2 5 025 Year NOAA10 24-hr C Default 24.00 1 5.92 2 6 050 Year NOAA10 24-hr C Default 24.00 1 6.65 2 7 100 Year NOAA10 24-hr C Default 24.00 1 7.41 2 8 500 Year NOAA10 24-hr C Default 24.00 1 9.39 2 B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 257.500 52 (3S) 257.500 52 TOTAL AREA B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 257.500 Other 3S 257.500 TOTAL AREA B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 257.500 257.500 3S 0.000 0.000 0.000 0.000 257.500 257.500 TOTAL AREA B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 5P 1.73 1.70 37.0 0.0008 0.045 288.0 48.0 0.0 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.07"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=1.17 cfs 1.597 af Peak Elev=1.81' Storage=0.004 af Inflow=1.17 cfs 1.597 afPond 5P: Weir Road Culvert (Proposed) Primary=1.17 cfs 1.597 af Secondary=0.00 cfs 0.000 af Outflow=1.17 cfs 1.597 af Total Runoff Area = 257.500 ac Runoff Volume = 1.597 af Average Runoff Depth = 0.07" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af, Depth> 0.07" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 001 Year Rainfall=2.87" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 NOAA10 24-hr C 001 Year Rainfall=2.87" Runoff Area=257.500 ac Runoff Volume=1.597 af Runoff Depth>0.07" Tc=1,410.0 min CN=52 1.17 cfs NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.21 0.00 0.00 5.50 0.24 0.00 0.00 6.00 0.27 0.00 0.00 6.50 0.30 0.00 0.00 7.00 0.33 0.00 0.00 7.50 0.37 0.00 0.00 8.00 0.41 0.00 0.00 8.50 0.45 0.00 0.00 9.00 0.49 0.00 0.00 9.50 0.54 0.00 0.00 10.00 0.60 0.00 0.00 10.50 0.67 0.00 0.00 11.00 0.77 0.00 0.00 11.50 0.90 0.00 0.00 12.00 1.35 0.00 0.00 12.50 1.97 0.00 0.00 13.00 2.10 0.01 0.00 13.50 2.20 0.01 0.00 14.00 2.27 0.02 0.00 14.50 2.33 0.02 0.00 15.00 2.38 0.03 0.00 15.50 2.42 0.03 0.00 16.00 2.46 0.04 0.01 16.50 2.50 0.04 0.01 17.00 2.54 0.05 0.01 17.50 2.57 0.05 0.02 18.00 2.60 0.06 0.03 18.50 2.63 0.06 0.04 19.00 2.66 0.07 0.06 19.50 2.69 0.07 0.07 20.00 2.72 0.08 0.09 20.50 2.74 0.08 0.11 21.00 2.77 0.08 0.13 21.50 2.79 0.09 0.16 22.00 2.81 0.09 0.19 22.50 2.82 0.09 0.22 23.00 2.84 0.10 0.26 23.50 2.86 0.10 0.29 24.00 2.87 0.10 0.34 24.50 2.87 0.10 0.39 25.00 2.87 0.10 0.44 25.50 2.87 0.10 0.49 26.00 2.87 0.10 0.54 26.50 2.87 0.10 0.59 27.00 2.87 0.10 0.64 27.50 2.87 0.10 0.69 28.00 2.87 0.10 0.74 28.50 2.87 0.10 0.79 29.00 2.87 0.10 0.84 29.50 2.87 0.10 0.89 30.00 2.87 0.10 0.93 30.50 2.87 0.10 0.97 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 2.87 0.10 1.01 31.50 2.87 0.10 1.04 32.00 2.87 0.10 1.07 32.50 2.87 0.10 1.10 33.00 2.87 0.10 1.12 33.50 2.87 0.10 1.14 34.00 2.87 0.10 1.15 34.50 2.87 0.10 1.16 35.00 2.87 0.10 1.16 35.50 2.87 0.10 1.17 36.00 2.87 0.10 1.17 36.50 2.87 0.10 1.16 37.00 2.87 0.10 1.15 37.50 2.87 0.10 1.13 38.00 2.87 0.10 1.11 38.50 2.87 0.10 1.09 39.00 2.87 0.10 1.07 39.50 2.87 0.10 1.05 40.00 2.87 0.10 1.02 40.50 2.87 0.10 0.98 41.00 2.87 0.10 0.95 41.50 2.87 0.10 0.92 42.00 2.87 0.10 0.89 42.50 2.87 0.10 0.85 43.00 2.87 0.10 0.82 43.50 2.87 0.10 0.78 44.00 2.87 0.10 0.75 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.07" for 001 Year event Inflow = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af Outflow = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af, Atten= 0%, Lag= 0.2 min Primary = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 1.81' @ 36.00 hrs Storage= 0.004 af (0.000 af above start) Plug-Flow detention time= 4.3 min calculated for 1.591 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 2,050.5 - 2,050.3 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=0.29 cfs @ 36.00 hrs HW=1.81' (Free Discharge) 2=Culvert (Barrel Controls 0.29 cfs @ 0.19 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Inflow Area=257.500 ac Peak Elev=1.81' Storage=0.004 af 1.17 cfs1.17 cfs1.17 cfs 0.00 cfs NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.00 0.004 1.73 0.00 0.00 0.00 14.00 0.00 0.004 1.73 0.00 0.00 0.00 15.00 0.00 0.004 1.73 0.00 0.00 0.00 16.00 0.01 0.004 1.73 0.01 0.01 0.00 17.00 0.01 0.004 1.73 0.01 0.01 0.00 18.00 0.03 0.004 1.73 0.03 0.03 0.00 19.00 0.06 0.004 1.73 0.06 0.06 0.00 20.00 0.09 0.004 1.74 0.09 0.09 0.00 21.00 0.13 0.004 1.74 0.13 0.13 0.00 22.00 0.19 0.004 1.74 0.19 0.19 0.00 23.00 0.26 0.004 1.75 0.26 0.26 0.00 24.00 0.34 0.004 1.75 0.34 0.34 0.00 25.00 0.44 0.004 1.76 0.44 0.44 0.00 26.00 0.54 0.004 1.77 0.54 0.54 0.00 27.00 0.64 0.004 1.78 0.64 0.64 0.00 28.00 0.74 0.004 1.78 0.74 0.74 0.00 29.00 0.84 0.004 1.79 0.84 0.84 0.00 30.00 0.93 0.004 1.80 0.93 0.93 0.00 31.00 1.01 0.004 1.80 1.01 1.01 0.00 32.00 1.07 0.004 1.81 1.07 1.07 0.00 33.00 1.12 0.004 1.81 1.12 1.12 0.00 34.00 1.15 0.004 1.81 1.15 1.15 0.00 35.00 1.16 0.004 1.81 1.16 1.16 0.00 36.00 1.17 0.004 1.81 1.17 1.17 0.00 37.00 1.15 0.004 1.81 1.15 1.15 0.00 38.00 1.11 0.004 1.81 1.11 1.11 0.00 39.00 1.07 0.004 1.81 1.07 1.07 0.00 40.00 1.02 0.004 1.80 1.02 1.02 0.00 41.00 0.95 0.004 1.80 0.95 0.95 0.00 42.00 0.89 0.004 1.79 0.89 0.89 0.00 43.00 0.82 0.004 1.79 0.82 0.82 0.00 44.00 0.75 0.004 1.78 0.75 0.75 0.00 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.17"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=2.49 cfs 3.571 af Peak Elev=1.91' Storage=0.004 af Inflow=2.49 cfs 3.571 afPond 5P: Weir Road Culvert (Proposed) Primary=2.49 cfs 3.571 af Secondary=0.00 cfs 0.000 af Outflow=2.49 cfs 3.571 af Total Runoff Area = 257.500 ac Runoff Volume = 3.571 af Average Runoff Depth = 0.17" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 2.49 cfs @ 34.46 hrs, Volume= 3.571 af, Depth> 0.17" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 002 Year Rainfall=3.39" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 NOAA10 24-hr C 002 Year Rainfall=3.39" Runoff Area=257.500 ac Runoff Volume=3.571 af Runoff Depth>0.17" Tc=1,410.0 min CN=52 2.49 cfs NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.24 0.00 0.00 5.50 0.28 0.00 0.00 6.00 0.31 0.00 0.00 6.50 0.35 0.00 0.00 7.00 0.39 0.00 0.00 7.50 0.44 0.00 0.00 8.00 0.48 0.00 0.00 8.50 0.53 0.00 0.00 9.00 0.57 0.00 0.00 9.50 0.64 0.00 0.00 10.00 0.71 0.00 0.00 10.50 0.79 0.00 0.00 11.00 0.91 0.00 0.00 11.50 1.06 0.00 0.00 12.00 1.59 0.00 0.00 12.50 2.33 0.02 0.00 13.00 2.48 0.04 0.00 13.50 2.60 0.06 0.01 14.00 2.68 0.07 0.01 14.50 2.75 0.08 0.01 15.00 2.82 0.09 0.02 15.50 2.86 0.10 0.03 16.00 2.91 0.11 0.04 16.50 2.95 0.12 0.06 17.00 3.00 0.13 0.08 17.50 3.04 0.14 0.11 18.00 3.08 0.14 0.14 18.50 3.11 0.15 0.17 19.00 3.15 0.16 0.21 19.50 3.18 0.17 0.26 20.00 3.21 0.18 0.31 20.50 3.24 0.18 0.37 21.00 3.27 0.19 0.44 21.50 3.29 0.20 0.51 22.00 3.32 0.20 0.59 22.50 3.34 0.21 0.68 23.00 3.36 0.21 0.77 23.50 3.37 0.22 0.86 24.00 3.39 0.22 0.96 24.50 3.39 0.22 1.07 25.00 3.39 0.22 1.18 25.50 3.39 0.22 1.29 26.00 3.39 0.22 1.40 26.50 3.39 0.22 1.50 27.00 3.39 0.22 1.61 27.50 3.39 0.22 1.71 28.00 3.39 0.22 1.81 28.50 3.39 0.22 1.90 29.00 3.39 0.22 1.99 29.50 3.39 0.22 2.08 30.00 3.39 0.22 2.15 30.50 3.39 0.22 2.22 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 3.39 0.22 2.28 31.50 3.39 0.22 2.34 32.00 3.39 0.22 2.38 32.50 3.39 0.22 2.42 33.00 3.39 0.22 2.46 33.50 3.39 0.22 2.47 34.00 3.39 0.22 2.48 34.50 3.39 0.22 2.49 35.00 3.39 0.22 2.48 35.50 3.39 0.22 2.46 36.00 3.39 0.22 2.45 36.50 3.39 0.22 2.42 37.00 3.39 0.22 2.38 37.50 3.39 0.22 2.34 38.00 3.39 0.22 2.29 38.50 3.39 0.22 2.24 39.00 3.39 0.22 2.18 39.50 3.39 0.22 2.12 40.00 3.39 0.22 2.05 40.50 3.39 0.22 1.98 41.00 3.39 0.22 1.90 41.50 3.39 0.22 1.83 42.00 3.39 0.22 1.76 42.50 3.39 0.22 1.69 43.00 3.39 0.22 1.62 43.50 3.39 0.22 1.55 44.00 3.39 0.22 1.48 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.17" for 002 Year event Inflow = 2.49 cfs @ 34.46 hrs, Volume= 3.571 af Outflow = 2.49 cfs @ 34.47 hrs, Volume= 3.571 af, Atten= 0%, Lag= 0.3 min Primary = 2.49 cfs @ 34.47 hrs, Volume= 3.571 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 1.91' @ 34.47 hrs Storage= 0.004 af (0.001 af above start) Plug-Flow detention time= 2.3 min calculated for 3.562 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 2,007.7 - 2,007.5 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=1.19 cfs @ 34.47 hrs HW=1.91' (Free Discharge) 2=Culvert (Barrel Controls 1.19 cfs @ 0.37 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Inflow Area=257.500 ac Peak Elev=1.91' Storage=0.004 af 2.49 cfs2.49 cfs2.49 cfs 0.00 cfs NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.00 0.004 1.73 0.00 0.00 0.00 14.00 0.01 0.004 1.73 0.01 0.01 0.00 15.00 0.02 0.004 1.73 0.02 0.02 0.00 16.00 0.04 0.004 1.73 0.04 0.04 0.00 17.00 0.08 0.004 1.74 0.08 0.08 0.00 18.00 0.14 0.004 1.74 0.14 0.14 0.00 19.00 0.21 0.004 1.75 0.21 0.21 0.00 20.00 0.31 0.004 1.75 0.31 0.31 0.00 21.00 0.44 0.004 1.76 0.44 0.44 0.00 22.00 0.59 0.004 1.77 0.59 0.59 0.00 23.00 0.77 0.004 1.78 0.77 0.77 0.00 24.00 0.96 0.004 1.80 0.96 0.96 0.00 25.00 1.18 0.004 1.81 1.18 1.18 0.00 26.00 1.40 0.004 1.83 1.40 1.40 0.00 27.00 1.61 0.004 1.84 1.61 1.61 0.00 28.00 1.81 0.004 1.86 1.81 1.81 0.00 29.00 1.99 0.004 1.87 1.99 1.99 0.00 30.00 2.15 0.004 1.88 2.15 2.15 0.00 31.00 2.28 0.004 1.89 2.28 2.28 0.00 32.00 2.38 0.004 1.90 2.38 2.38 0.00 33.00 2.46 0.004 1.91 2.46 2.46 0.00 34.00 2.48 0.004 1.91 2.48 2.48 0.00 35.00 2.48 0.004 1.91 2.48 2.48 0.00 36.00 2.45 0.004 1.91 2.45 2.45 0.00 37.00 2.38 0.004 1.90 2.38 2.38 0.00 38.00 2.29 0.004 1.89 2.29 2.29 0.00 39.00 2.18 0.004 1.89 2.18 2.18 0.00 40.00 2.05 0.004 1.88 2.05 2.05 0.00 41.00 1.90 0.004 1.87 1.90 1.90 0.00 42.00 1.76 0.004 1.86 1.76 1.76 0.00 43.00 1.62 0.004 1.85 1.62 1.62 0.00 44.00 1.48 0.004 1.84 1.48 1.48 0.00 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.38"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=5.48 cfs 8.179 af Peak Elev=2.12' Storage=0.005 af Inflow=5.48 cfs 8.179 afPond 5P: Weir Road Culvert (Proposed) Primary=5.48 cfs 8.178 af Secondary=0.00 cfs 0.000 af Outflow=5.48 cfs 8.178 af Total Runoff Area = 257.500 ac Runoff Volume = 8.179 af Average Runoff Depth = 0.38" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 5.48 cfs @ 32.92 hrs, Volume= 8.179 af, Depth> 0.38" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 005 Year Rainfall=4.24" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 NOAA10 24-hr C 005 Year Rainfall=4.24" Runoff Area=257.500 ac Runoff Volume=8.179 af Runoff Depth>0.38" Tc=1,410.0 min CN=52 5.48 cfs NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.30 0.00 0.00 5.50 0.35 0.00 0.00 6.00 0.39 0.00 0.00 6.50 0.44 0.00 0.00 7.00 0.49 0.00 0.00 7.50 0.55 0.00 0.00 8.00 0.60 0.00 0.00 8.50 0.66 0.00 0.00 9.00 0.72 0.00 0.00 9.50 0.80 0.00 0.00 10.00 0.89 0.00 0.00 10.50 0.99 0.00 0.00 11.00 1.13 0.00 0.00 11.50 1.33 0.00 0.00 12.00 1.99 0.00 0.00 12.50 2.91 0.11 0.00 13.00 3.11 0.15 0.01 13.50 3.25 0.19 0.03 14.00 3.35 0.21 0.04 14.50 3.44 0.23 0.07 15.00 3.52 0.26 0.10 15.50 3.58 0.27 0.13 16.00 3.64 0.29 0.18 16.50 3.69 0.31 0.24 17.00 3.75 0.32 0.30 17.50 3.80 0.34 0.38 18.00 3.85 0.36 0.48 18.50 3.89 0.37 0.58 19.00 3.94 0.39 0.70 19.50 3.98 0.40 0.84 20.00 4.02 0.41 0.98 20.50 4.05 0.43 1.14 21.00 4.09 0.44 1.33 21.50 4.12 0.45 1.53 22.00 4.15 0.46 1.72 22.50 4.17 0.47 1.94 23.00 4.20 0.48 2.17 23.50 4.22 0.49 2.39 24.00 4.24 0.49 2.63 24.50 4.24 0.49 2.88 25.00 4.24 0.49 3.12 25.50 4.24 0.49 3.35 26.00 4.24 0.49 3.58 26.50 4.24 0.49 3.81 27.00 4.24 0.49 4.02 27.50 4.24 0.49 4.21 28.00 4.24 0.49 4.41 28.50 4.24 0.49 4.59 29.00 4.24 0.49 4.75 29.50 4.24 0.49 4.91 30.00 4.24 0.49 5.04 30.50 4.24 0.49 5.14 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 4.24 0.49 5.24 31.50 4.24 0.49 5.32 32.00 4.24 0.49 5.38 32.50 4.24 0.49 5.44 33.00 4.24 0.49 5.48 33.50 4.24 0.49 5.47 34.00 4.24 0.49 5.46 34.50 4.24 0.49 5.45 35.00 4.24 0.49 5.39 35.50 4.24 0.49 5.34 36.00 4.24 0.49 5.28 36.50 4.24 0.49 5.18 37.00 4.24 0.49 5.06 37.50 4.24 0.49 4.95 38.00 4.24 0.49 4.82 38.50 4.24 0.49 4.69 39.00 4.24 0.49 4.56 39.50 4.24 0.49 4.41 40.00 4.24 0.49 4.25 40.50 4.24 0.49 4.09 41.00 4.24 0.49 3.93 41.50 4.24 0.49 3.77 42.00 4.24 0.49 3.62 42.50 4.24 0.49 3.46 43.00 4.24 0.49 3.32 43.50 4.24 0.49 3.17 44.00 4.24 0.49 3.02 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.38" for 005 Year event Inflow = 5.48 cfs @ 32.92 hrs, Volume= 8.179 af Outflow = 5.48 cfs @ 32.93 hrs, Volume= 8.178 af, Atten= 0%, Lag= 0.2 min Primary = 5.48 cfs @ 32.93 hrs, Volume= 8.178 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.12' @ 32.93 hrs Storage= 0.005 af (0.001 af above start) Plug-Flow detention time= 1.3 min calculated for 8.174 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,968.8 - 1,968.6 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=5.46 cfs @ 32.93 hrs HW=2.12' (Free Discharge) 2=Culvert (Barrel Controls 5.46 cfs @ 0.78 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=2.12' Storage=0.005 af 5.48 cfs5.48 cfs5.48 cfs 0.00 cfs NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.01 0.004 1.73 0.01 0.01 0.00 14.00 0.04 0.004 1.73 0.04 0.04 0.00 15.00 0.10 0.004 1.74 0.10 0.10 0.00 16.00 0.18 0.004 1.74 0.18 0.18 0.00 17.00 0.30 0.004 1.75 0.30 0.30 0.00 18.00 0.48 0.004 1.76 0.48 0.48 0.00 19.00 0.70 0.004 1.78 0.70 0.70 0.00 20.00 0.98 0.004 1.80 0.98 0.98 0.00 21.00 1.33 0.004 1.83 1.33 1.33 0.00 22.00 1.72 0.004 1.85 1.72 1.72 0.00 23.00 2.17 0.004 1.88 2.16 2.16 0.00 24.00 2.63 0.004 1.92 2.63 2.63 0.00 25.00 3.12 0.004 1.95 3.12 3.12 0.00 26.00 3.58 0.005 1.99 3.58 3.58 0.00 27.00 4.02 0.005 2.02 4.01 4.01 0.00 28.00 4.41 0.005 2.04 4.41 4.41 0.00 29.00 4.75 0.005 2.07 4.75 4.75 0.00 30.00 5.04 0.005 2.09 5.04 5.04 0.00 31.00 5.24 0.005 2.10 5.24 5.24 0.00 32.00 5.38 0.005 2.11 5.38 5.38 0.00 33.00 5.48 0.005 2.12 5.48 5.48 0.00 34.00 5.46 0.005 2.12 5.46 5.46 0.00 35.00 5.39 0.005 2.11 5.39 5.39 0.00 36.00 5.28 0.005 2.11 5.28 5.28 0.00 37.00 5.06 0.005 2.09 5.06 5.06 0.00 38.00 4.82 0.005 2.07 4.82 4.82 0.00 39.00 4.56 0.005 2.06 4.56 4.56 0.00 40.00 4.25 0.005 2.03 4.25 4.25 0.00 41.00 3.93 0.005 2.01 3.93 3.93 0.00 42.00 3.62 0.005 1.99 3.62 3.62 0.00 43.00 3.32 0.005 1.97 3.32 3.32 0.00 44.00 3.02 0.004 1.95 3.02 3.02 0.00 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.61"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=8.68 cfs 13.124 af Peak Elev=2.21' Storage=0.005 af Inflow=8.68 cfs 13.124 afPond 5P: Weir Road Culvert (Proposed) Primary=8.68 cfs 13.123 af Secondary=0.00 cfs 0.000 af Outflow=8.68 cfs 13.123 af Total Runoff Area = 257.500 ac Runoff Volume = 13.124 af Average Runoff Depth = 0.61" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 8.68 cfs @ 32.91 hrs, Volume= 13.124 af, Depth> 0.61" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 010 Year Rainfall=4.95" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 010 Year Rainfall=4.95" Runoff Area=257.500 ac Runoff Volume=13.124 af Runoff Depth>0.61" Tc=1,410.0 min CN=52 8.68 cfs NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.36 0.00 0.00 5.50 0.41 0.00 0.00 6.00 0.46 0.00 0.00 6.50 0.52 0.00 0.00 7.00 0.57 0.00 0.00 7.50 0.64 0.00 0.00 8.00 0.70 0.00 0.00 8.50 0.77 0.00 0.00 9.00 0.84 0.00 0.00 9.50 0.94 0.00 0.00 10.00 1.04 0.00 0.00 10.50 1.15 0.00 0.00 11.00 1.32 0.00 0.00 11.50 1.55 0.00 0.00 12.00 2.32 0.02 0.00 12.50 3.40 0.22 0.00 13.00 3.63 0.29 0.03 13.50 3.80 0.34 0.05 14.00 3.91 0.38 0.08 14.50 4.01 0.41 0.14 15.00 4.11 0.45 0.20 15.50 4.18 0.47 0.26 16.00 4.25 0.50 0.36 16.50 4.31 0.52 0.47 17.00 4.38 0.54 0.58 17.50 4.43 0.57 0.73 18.00 4.49 0.59 0.90 18.50 4.54 0.61 1.08 19.00 4.59 0.63 1.29 19.50 4.64 0.65 1.54 20.00 4.69 0.67 1.79 20.50 4.73 0.69 2.06 21.00 4.77 0.70 2.39 21.50 4.81 0.72 2.72 22.00 4.84 0.73 3.06 22.50 4.87 0.75 3.43 23.00 4.90 0.76 3.80 23.50 4.93 0.77 4.16 24.00 4.95 0.78 4.55 24.50 4.95 0.78 4.94 25.00 4.95 0.78 5.33 25.50 4.95 0.78 5.68 26.00 4.95 0.78 6.03 26.50 4.95 0.78 6.38 27.00 4.95 0.78 6.69 27.50 4.95 0.78 6.98 28.00 4.95 0.78 7.27 28.50 4.95 0.78 7.52 29.00 4.95 0.78 7.75 29.50 4.95 0.78 7.98 30.00 4.95 0.78 8.16 30.50 4.95 0.78 8.29 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 4.95 0.78 8.41 31.50 4.95 0.78 8.51 32.00 4.95 0.78 8.57 32.50 4.95 0.78 8.63 33.00 4.95 0.78 8.68 33.50 4.95 0.78 8.63 34.00 4.95 0.78 8.59 34.50 4.95 0.78 8.55 35.00 4.95 0.78 8.44 35.50 4.95 0.78 8.33 36.00 4.95 0.78 8.22 36.50 4.95 0.78 8.03 37.00 4.95 0.78 7.83 37.50 4.95 0.78 7.64 38.00 4.95 0.78 7.42 38.50 4.95 0.78 7.20 39.00 4.95 0.78 6.98 39.50 4.95 0.78 6.73 40.00 4.95 0.78 6.48 40.50 4.95 0.78 6.23 41.00 4.95 0.78 5.98 41.50 4.95 0.78 5.74 42.00 4.95 0.78 5.50 42.50 4.95 0.78 5.26 43.00 4.95 0.78 5.03 43.50 4.95 0.78 4.80 44.00 4.95 0.78 4.58 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.61" for 010 Year event Inflow = 8.68 cfs @ 32.91 hrs, Volume= 13.124 af Outflow = 8.68 cfs @ 32.91 hrs, Volume= 13.123 af, Atten= 0%, Lag= 0.1 min Primary = 8.68 cfs @ 32.91 hrs, Volume= 13.123 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.21' @ 32.91 hrs Storage= 0.005 af (0.002 af above start) Plug-Flow detention time= 1.0 min calculated for 13.120 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,950.1 - 1,950.0 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=8.19 cfs @ 32.91 hrs HW=2.21' (Free Discharge) 2=Culvert (Barrel Controls 8.19 cfs @ 0.96 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=2.21' Storage=0.005 af 8.68 cfs8.68 cfs8.68 cfs 0.00 cfs NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.03 0.004 1.73 0.03 0.03 0.00 14.00 0.08 0.004 1.74 0.08 0.08 0.00 15.00 0.20 0.004 1.74 0.20 0.20 0.00 16.00 0.36 0.004 1.76 0.36 0.36 0.00 17.00 0.58 0.004 1.77 0.58 0.58 0.00 18.00 0.90 0.004 1.79 0.90 0.90 0.00 19.00 1.29 0.004 1.82 1.29 1.29 0.00 20.00 1.79 0.004 1.86 1.79 1.79 0.00 21.00 2.39 0.004 1.90 2.39 2.39 0.00 22.00 3.06 0.004 1.95 3.06 3.06 0.00 23.00 3.80 0.005 2.00 3.79 3.79 0.00 24.00 4.55 0.005 2.05 4.55 4.55 0.00 25.00 5.33 0.005 2.11 5.32 5.32 0.00 26.00 6.03 0.005 2.13 6.03 6.03 0.00 27.00 6.69 0.005 2.15 6.69 6.69 0.00 28.00 7.27 0.005 2.17 7.27 7.27 0.00 29.00 7.75 0.005 2.18 7.75 7.75 0.00 30.00 8.16 0.005 2.19 8.16 8.16 0.00 31.00 8.41 0.005 2.20 8.41 8.41 0.00 32.00 8.57 0.005 2.20 8.57 8.57 0.00 33.00 8.68 0.005 2.21 8.68 8.68 0.00 34.00 8.59 0.005 2.20 8.59 8.59 0.00 35.00 8.44 0.005 2.20 8.44 8.44 0.00 36.00 8.22 0.005 2.19 8.22 8.22 0.00 37.00 7.83 0.005 2.18 7.83 7.83 0.00 38.00 7.42 0.005 2.17 7.42 7.42 0.00 39.00 6.98 0.005 2.16 6.98 6.98 0.00 40.00 6.48 0.005 2.14 6.48 6.48 0.00 41.00 5.98 0.005 2.13 5.98 5.98 0.00 42.00 5.50 0.005 2.12 5.50 5.50 0.00 43.00 5.03 0.005 2.09 5.03 5.03 0.00 44.00 4.58 0.005 2.06 4.58 4.58 0.00 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.99"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=13.85 cfs 21.195 af Peak Elev=2.35' Storage=0.006 af Inflow=13.85 cfs 21.195 afPond 5P: Weir Road Culvert (Proposed) Primary=13.85 cfs 21.193 af Secondary=0.00 cfs 0.000 af Outflow=13.85 cfs 21.193 af Total Runoff Area = 257.500 ac Runoff Volume = 21.195 af Average Runoff Depth = 0.99" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 13.85 cfs @ 32.89 hrs, Volume= 21.195 af, Depth> 0.99" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 025 Year Rainfall=5.92" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 025 Year Rainfall=5.92" Runoff Area=257.500 ac Runoff Volume=21.195 af Runoff Depth>0.99" Tc=1,410.0 min CN=52 13.85 cfs NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.43 0.00 0.00 5.50 0.49 0.00 0.00 6.00 0.55 0.00 0.00 6.50 0.62 0.00 0.00 7.00 0.69 0.00 0.00 7.50 0.76 0.00 0.00 8.00 0.84 0.00 0.00 8.50 0.92 0.00 0.00 9.00 1.00 0.00 0.00 9.50 1.12 0.00 0.00 10.00 1.25 0.00 0.00 10.50 1.38 0.00 0.00 11.00 1.58 0.00 0.00 11.50 1.86 0.00 0.00 12.00 2.78 0.09 0.00 12.50 4.06 0.43 0.00 13.00 4.34 0.53 0.05 13.50 4.54 0.61 0.10 14.00 4.67 0.66 0.15 14.50 4.80 0.72 0.26 15.00 4.92 0.77 0.38 15.50 5.00 0.80 0.50 16.00 5.08 0.84 0.67 16.50 5.16 0.87 0.88 17.00 5.23 0.91 1.08 17.50 5.30 0.94 1.34 18.00 5.37 0.97 1.65 18.50 5.43 1.00 1.96 19.00 5.49 1.03 2.32 19.50 5.55 1.06 2.76 20.00 5.61 1.09 3.20 20.50 5.66 1.11 3.67 21.00 5.70 1.14 4.23 21.50 5.75 1.16 4.80 22.00 5.79 1.18 5.37 22.50 5.83 1.20 5.98 23.00 5.86 1.22 6.59 23.50 5.89 1.23 7.20 24.00 5.92 1.25 7.81 24.50 5.92 1.25 8.43 25.00 5.92 1.25 9.05 25.50 5.92 1.25 9.60 26.00 5.92 1.25 10.14 26.50 5.92 1.25 10.68 27.00 5.92 1.25 11.14 27.50 5.92 1.25 11.57 28.00 5.92 1.25 12.00 28.50 5.92 1.25 12.37 29.00 5.92 1.25 12.70 29.50 5.92 1.25 13.02 30.00 5.92 1.25 13.27 30.50 5.92 1.25 13.42 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 5.92 1.25 13.57 31.50 5.92 1.25 13.69 32.00 5.92 1.25 13.75 32.50 5.92 1.25 13.81 33.00 5.92 1.25 13.83 33.50 5.92 1.25 13.73 34.00 5.92 1.25 13.63 34.50 5.92 1.25 13.52 35.00 5.92 1.25 13.32 35.50 5.92 1.25 13.11 36.00 5.92 1.25 12.91 36.50 5.92 1.25 12.58 37.00 5.92 1.25 12.24 37.50 5.92 1.25 11.90 38.00 5.92 1.25 11.53 38.50 5.92 1.25 11.16 39.00 5.92 1.25 10.79 39.50 5.92 1.25 10.40 40.00 5.92 1.25 10.00 40.50 5.92 1.25 9.60 41.00 5.92 1.25 9.21 41.50 5.92 1.25 8.83 42.00 5.92 1.25 8.45 42.50 5.92 1.25 8.07 43.00 5.92 1.25 7.72 43.50 5.92 1.25 7.36 44.00 5.92 1.25 7.02 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.99" for 025 Year event Inflow = 13.85 cfs @ 32.89 hrs, Volume= 21.195 af Outflow = 13.85 cfs @ 32.89 hrs, Volume= 21.193 af, Atten= 0%, Lag= 0.1 min Primary = 13.85 cfs @ 32.89 hrs, Volume= 21.193 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.35' @ 32.89 hrs Storage= 0.006 af (0.002 af above start) Plug-Flow detention time= 0.8 min calculated for 21.162 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,933.7 - 1,933.7 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=13.70 cfs @ 32.89 hrs HW=2.35' (Free Discharge) 2=Culvert (Barrel Controls 13.70 cfs @ 1.23 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=2.35' Storage=0.006 af 13.85 cfs13.85 cfs13.85 cfs 0.00 cfs NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 41HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.05 0.004 1.73 0.05 0.05 0.00 14.00 0.15 0.004 1.74 0.15 0.15 0.00 15.00 0.38 0.004 1.76 0.38 0.38 0.00 16.00 0.67 0.004 1.78 0.67 0.67 0.00 17.00 1.08 0.004 1.81 1.07 1.07 0.00 18.00 1.65 0.004 1.85 1.65 1.65 0.00 19.00 2.32 0.004 1.90 2.32 2.32 0.00 20.00 3.20 0.004 1.96 3.19 3.19 0.00 21.00 4.23 0.005 2.03 4.23 4.23 0.00 22.00 5.37 0.005 2.11 5.37 5.37 0.00 23.00 6.59 0.005 2.15 6.59 6.59 0.00 24.00 7.81 0.005 2.18 7.81 7.81 0.00 25.00 9.05 0.005 2.22 9.05 9.05 0.00 26.00 10.14 0.006 2.25 10.14 10.14 0.00 27.00 11.14 0.006 2.27 11.14 11.14 0.00 28.00 12.00 0.006 2.30 12.00 12.00 0.00 29.00 12.70 0.006 2.32 12.70 12.70 0.00 30.00 13.27 0.006 2.33 13.27 13.27 0.00 31.00 13.57 0.006 2.34 13.57 13.57 0.00 32.00 13.75 0.006 2.35 13.75 13.75 0.00 33.00 13.83 0.006 2.35 13.83 13.83 0.00 34.00 13.63 0.006 2.34 13.63 13.63 0.00 35.00 13.32 0.006 2.34 13.32 13.32 0.00 36.00 12.91 0.006 2.32 12.91 12.91 0.00 37.00 12.24 0.006 2.31 12.24 12.24 0.00 38.00 11.53 0.006 2.29 11.53 11.53 0.00 39.00 10.79 0.006 2.26 10.79 10.79 0.00 40.00 10.00 0.006 2.24 10.00 10.00 0.00 41.00 9.21 0.005 2.22 9.21 9.21 0.00 42.00 8.45 0.005 2.20 8.45 8.45 0.00 43.00 7.72 0.005 2.18 7.72 7.72 0.00 44.00 7.02 0.005 2.16 7.02 7.02 0.00 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 42HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>1.31"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=18.24 cfs 28.100 af Peak Elev=2.44' Storage=0.010 af Inflow=18.24 cfs 28.100 afPond 5P: Weir Road Culvert (Proposed) Primary=18.24 cfs 28.098 af Secondary=0.00 cfs 0.000 af Outflow=18.24 cfs 28.098 af Total Runoff Area = 257.500 ac Runoff Volume = 28.100 af Average Runoff Depth = 1.31" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 43HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 18.24 cfs @ 32.88 hrs, Volume= 28.100 af, Depth> 1.31" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 050 Year Rainfall=6.65" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 050 Year Rainfall=6.65" Runoff Area=257.500 ac Runoff Volume=28.100 af Runoff Depth>1.31" Tc=1,410.0 min CN=52 18.24 cfs NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 44HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.48 0.00 0.00 5.50 0.55 0.00 0.00 6.00 0.62 0.00 0.00 6.50 0.69 0.00 0.00 7.00 0.77 0.00 0.00 7.50 0.86 0.00 0.00 8.00 0.94 0.00 0.00 8.50 1.03 0.00 0.00 9.00 1.13 0.00 0.00 9.50 1.26 0.00 0.00 10.00 1.40 0.00 0.00 10.50 1.55 0.00 0.00 11.00 1.78 0.00 0.00 11.50 2.09 0.01 0.00 12.00 3.12 0.15 0.00 12.50 4.56 0.62 0.00 13.00 4.87 0.75 0.07 13.50 5.10 0.85 0.14 14.00 5.25 0.92 0.22 14.50 5.39 0.98 0.37 15.00 5.52 1.05 0.55 15.50 5.62 1.09 0.72 16.00 5.71 1.14 0.97 16.50 5.79 1.18 1.25 17.00 5.88 1.23 1.53 17.50 5.96 1.27 1.89 18.00 6.03 1.31 2.32 18.50 6.10 1.34 2.75 19.00 6.17 1.38 3.25 19.50 6.24 1.42 3.85 20.00 6.30 1.45 4.45 20.50 6.35 1.48 5.10 21.00 6.41 1.51 5.87 21.50 6.46 1.54 6.64 22.00 6.50 1.56 7.42 22.50 6.55 1.59 8.24 23.00 6.58 1.61 9.05 23.50 6.62 1.63 9.87 24.00 6.65 1.64 10.68 24.50 6.65 1.64 11.50 25.00 6.65 1.64 12.31 25.50 6.65 1.64 13.02 26.00 6.65 1.64 13.72 26.50 6.65 1.64 14.41 27.00 6.65 1.64 15.00 27.50 6.65 1.64 15.54 28.00 6.65 1.64 16.09 28.50 6.65 1.64 16.55 29.00 6.65 1.64 16.95 29.50 6.65 1.64 17.36 30.00 6.65 1.64 17.65 30.50 6.65 1.64 17.82 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 6.65 1.64 17.99 31.50 6.65 1.64 18.11 32.00 6.65 1.64 18.16 32.50 6.65 1.64 18.20 33.00 6.65 1.64 18.21 33.50 6.65 1.64 18.05 34.00 6.65 1.64 17.90 34.50 6.65 1.64 17.73 35.00 6.65 1.64 17.44 35.50 6.65 1.64 17.15 36.00 6.65 1.64 16.86 36.50 6.65 1.64 16.40 37.00 6.65 1.64 15.94 37.50 6.65 1.64 15.47 38.00 6.65 1.64 14.98 38.50 6.65 1.64 14.48 39.00 6.65 1.64 13.98 39.50 6.65 1.64 13.46 40.00 6.65 1.64 12.94 40.50 6.65 1.64 12.41 41.00 6.65 1.64 11.90 41.50 6.65 1.64 11.40 42.00 6.65 1.64 10.90 42.50 6.65 1.64 10.42 43.00 6.65 1.64 9.95 43.50 6.65 1.64 9.49 44.00 6.65 1.64 9.04 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 45HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 1.31" for 050 Year event Inflow = 18.24 cfs @ 32.88 hrs, Volume= 28.100 af Outflow = 18.24 cfs @ 32.89 hrs, Volume= 28.098 af, Atten= 0%, Lag= 0.4 min Primary = 18.24 cfs @ 32.89 hrs, Volume= 28.098 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.44' @ 32.89 hrs Storage= 0.010 af (0.006 af above start) Plug-Flow detention time= 0.7 min calculated for 28.059 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 1,925.2 - 1,925.1 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 46HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 47HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=17.96 cfs @ 32.89 hrs HW=2.44' (Free Discharge) 2=Culvert (Barrel Controls 17.96 cfs @ 1.40 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=2.44' Storage=0.010 af 18.24 cfs18.24 cfs18.24 cfs 0.00 cfs NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 48HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.07 0.004 1.73 0.07 0.07 0.00 14.00 0.22 0.004 1.75 0.22 0.22 0.00 15.00 0.55 0.004 1.77 0.55 0.55 0.00 16.00 0.97 0.004 1.80 0.96 0.96 0.00 17.00 1.53 0.004 1.84 1.52 1.52 0.00 18.00 2.32 0.004 1.90 2.32 2.32 0.00 19.00 3.25 0.004 1.96 3.25 3.25 0.00 20.00 4.45 0.005 2.05 4.45 4.45 0.00 21.00 5.87 0.005 2.13 5.87 5.87 0.00 22.00 7.42 0.005 2.17 7.42 7.42 0.00 23.00 9.05 0.005 2.22 9.05 9.05 0.00 24.00 10.68 0.006 2.26 10.68 10.68 0.00 25.00 12.31 0.006 2.31 12.31 12.31 0.00 26.00 13.72 0.006 2.35 13.72 13.72 0.00 27.00 15.00 0.006 2.38 14.98 14.98 0.00 28.00 16.09 0.008 2.40 16.07 16.07 0.00 29.00 16.95 0.008 2.42 16.94 16.94 0.00 30.00 17.65 0.009 2.43 17.65 17.65 0.00 31.00 17.99 0.009 2.44 17.98 17.98 0.00 32.00 18.16 0.010 2.44 18.16 18.16 0.00 33.00 18.21 0.010 2.44 18.21 18.21 0.00 34.00 17.90 0.009 2.44 17.90 17.90 0.00 35.00 17.44 0.009 2.43 17.45 17.45 0.00 36.00 16.86 0.008 2.42 16.87 16.87 0.00 37.00 15.94 0.007 2.40 15.95 15.95 0.00 38.00 14.98 0.006 2.38 14.99 14.99 0.00 39.00 13.98 0.006 2.35 13.98 13.98 0.00 40.00 12.94 0.006 2.32 12.94 12.94 0.00 41.00 11.90 0.006 2.30 11.90 11.90 0.00 42.00 10.90 0.006 2.27 10.90 10.90 0.00 43.00 9.95 0.006 2.24 9.96 9.96 0.00 44.00 9.04 0.005 2.22 9.05 9.05 0.00 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 49HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>1.67"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=23.19 cfs 35.925 af Peak Elev=2.54' Storage=0.015 af Inflow=23.19 cfs 35.925 afPond 5P: Weir Road Culvert (Proposed) Primary=23.19 cfs 35.923 af Secondary=0.00 cfs 0.000 af Outflow=23.19 cfs 35.923 af Total Runoff Area = 257.500 ac Runoff Volume = 35.925 af Average Runoff Depth = 1.67" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 50HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 23.19 cfs @ 32.87 hrs, Volume= 35.925 af, Depth> 1.67" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 100 Year Rainfall=7.41" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 100 Year Rainfall=7.41" Runoff Area=257.500 ac Runoff Volume=35.925 af Runoff Depth>1.67" Tc=1,410.0 min CN=52 23.19 cfs NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 51HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.53 0.00 0.00 5.50 0.61 0.00 0.00 6.00 0.69 0.00 0.00 6.50 0.77 0.00 0.00 7.00 0.86 0.00 0.00 7.50 0.95 0.00 0.00 8.00 1.05 0.00 0.00 8.50 1.15 0.00 0.00 9.00 1.26 0.00 0.00 9.50 1.40 0.00 0.00 10.00 1.56 0.00 0.00 10.50 1.72 0.00 0.00 11.00 1.98 0.00 0.00 11.50 2.33 0.02 0.00 12.00 3.48 0.24 0.00 12.50 5.08 0.84 0.00 13.00 5.43 1.00 0.09 13.50 5.69 1.13 0.20 14.00 5.85 1.21 0.30 14.50 6.01 1.29 0.51 15.00 6.15 1.37 0.74 15.50 6.26 1.43 0.98 16.00 6.36 1.48 1.31 16.50 6.46 1.54 1.68 17.00 6.55 1.59 2.06 17.50 6.64 1.64 2.53 18.00 6.72 1.69 3.10 18.50 6.80 1.73 3.67 19.00 6.88 1.78 4.33 19.50 6.95 1.82 5.12 20.00 7.02 1.86 5.91 20.50 7.08 1.89 6.76 21.00 7.14 1.93 7.77 21.50 7.20 1.96 8.78 22.00 7.25 1.99 9.80 22.50 7.29 2.02 10.85 23.00 7.34 2.05 11.91 23.50 7.38 2.07 12.96 24.00 7.41 2.09 13.99 24.50 7.41 2.09 15.02 25.00 7.41 2.09 16.05 25.50 7.41 2.09 16.95 26.00 7.41 2.09 17.82 26.50 7.41 2.09 18.69 27.00 7.41 2.09 19.41 27.50 7.41 2.09 20.08 28.00 7.41 2.09 20.74 28.50 7.41 2.09 21.30 29.00 7.41 2.09 21.79 29.50 7.41 2.09 22.28 30.00 7.41 2.09 22.63 30.50 7.41 2.09 22.81 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 7.41 2.09 22.99 31.50 7.41 2.09 23.12 32.00 7.41 2.09 23.14 32.50 7.41 2.09 23.17 33.00 7.41 2.09 23.15 33.50 7.41 2.09 22.92 34.00 7.41 2.09 22.70 34.50 7.41 2.09 22.47 35.00 7.41 2.09 22.08 35.50 7.41 2.09 21.68 36.00 7.41 2.09 21.29 36.50 7.41 2.09 20.69 37.00 7.41 2.09 20.08 37.50 7.41 2.09 19.46 38.00 7.41 2.09 18.83 38.50 7.41 2.09 18.18 39.00 7.41 2.09 17.54 39.50 7.41 2.09 16.88 40.00 7.41 2.09 16.21 40.50 7.41 2.09 15.54 41.00 7.41 2.09 14.89 41.50 7.41 2.09 14.26 42.00 7.41 2.09 13.63 42.50 7.41 2.09 13.02 43.00 7.41 2.09 12.44 43.50 7.41 2.09 11.86 44.00 7.41 2.09 11.30 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 52HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 1.67" for 100 Year event Inflow = 23.19 cfs @ 32.87 hrs, Volume= 35.925 af Outflow = 23.19 cfs @ 32.88 hrs, Volume= 35.923 af, Atten= 0%, Lag= 0.6 min Primary = 23.19 cfs @ 32.88 hrs, Volume= 35.923 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.54' @ 32.88 hrs Storage= 0.015 af (0.011 af above start) Plug-Flow detention time= 0.7 min calculated for 35.873 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 1,918.4 - 1,918.2 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 53HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 54HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=23.05 cfs @ 32.88 hrs HW=2.54' (Free Discharge) 2=Culvert (Barrel Controls 23.05 cfs @ 1.58 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=2.54' Storage=0.015 af 23.19 cfs23.19 cfs23.19 cfs 0.00 cfs NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 55HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.09 0.004 1.74 0.09 0.09 0.00 14.00 0.30 0.004 1.75 0.30 0.30 0.00 15.00 0.74 0.004 1.78 0.74 0.74 0.00 16.00 1.31 0.004 1.82 1.30 1.30 0.00 17.00 2.06 0.004 1.88 2.05 2.05 0.00 18.00 3.10 0.004 1.95 3.10 3.10 0.00 19.00 4.33 0.005 2.04 4.33 4.33 0.00 20.00 5.91 0.005 2.13 5.91 5.91 0.00 21.00 7.77 0.005 2.18 7.77 7.77 0.00 22.00 9.80 0.006 2.24 9.79 9.79 0.00 23.00 11.91 0.006 2.30 11.90 11.90 0.00 24.00 13.99 0.006 2.35 13.99 13.99 0.00 25.00 16.05 0.007 2.40 16.03 16.03 0.00 26.00 17.82 0.009 2.43 17.80 17.80 0.00 27.00 19.41 0.011 2.47 19.40 19.40 0.00 28.00 20.74 0.012 2.49 20.73 20.73 0.00 29.00 21.79 0.013 2.51 21.78 21.78 0.00 30.00 22.63 0.014 2.53 22.62 22.62 0.00 31.00 22.99 0.014 2.54 22.98 22.98 0.00 32.00 23.14 0.015 2.54 23.14 23.14 0.00 33.00 23.15 0.015 2.54 23.15 23.15 0.00 34.00 22.70 0.014 2.53 22.71 22.71 0.00 35.00 22.08 0.014 2.52 22.09 22.09 0.00 36.00 21.29 0.013 2.50 21.30 21.30 0.00 37.00 20.08 0.012 2.48 20.09 20.09 0.00 38.00 18.83 0.010 2.46 18.84 18.84 0.00 39.00 17.54 0.009 2.43 17.55 17.55 0.00 40.00 16.21 0.008 2.40 16.22 16.22 0.00 41.00 14.89 0.006 2.38 14.91 14.91 0.00 42.00 13.63 0.006 2.34 13.63 13.63 0.00 43.00 12.44 0.006 2.31 12.44 12.44 0.00 44.00 11.30 0.006 2.28 11.30 11.30 0.00 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 56HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>2.74"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=37.67 cfs 58.737 af Peak Elev=2.77' Storage=0.026 af Inflow=37.67 cfs 58.737 afPond 5P: Weir Road Culvert (Proposed) Primary=37.67 cfs 58.731 af Secondary=0.00 cfs 0.000 af Outflow=37.67 cfs 58.731 af Total Runoff Area = 257.500 ac Runoff Volume = 58.737 af Average Runoff Depth = 2.74" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 57HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 37.67 cfs @ 31.36 hrs, Volume= 58.737 af, Depth> 2.74" Routed to Pond 5P : Weir Road Culvert (Proposed) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 500 Year Rainfall=9.39" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA10 24-hr C 500 Year Rainfall=9.39" Runoff Area=257.500 ac Runoff Volume=58.737 af Runoff Depth>2.74" Tc=1,410.0 min CN=52 37.67 cfs NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 58HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.67 0.00 0.00 5.50 0.77 0.00 0.00 6.00 0.87 0.00 0.00 6.50 0.98 0.00 0.00 7.00 1.09 0.00 0.00 7.50 1.21 0.00 0.00 8.00 1.33 0.00 0.00 8.50 1.46 0.00 0.00 9.00 1.59 0.00 0.00 9.50 1.78 0.00 0.00 10.00 1.98 0.00 0.00 10.50 2.18 0.01 0.00 11.00 2.51 0.04 0.00 11.50 2.95 0.12 0.00 12.00 4.41 0.56 0.00 12.50 6.44 1.53 0.00 13.00 6.88 1.78 0.17 13.50 7.21 1.97 0.36 14.00 7.41 2.09 0.54 14.50 7.61 2.22 0.92 15.00 7.80 2.33 1.35 15.50 7.93 2.42 1.78 16.00 8.06 2.50 2.36 16.50 8.18 2.58 3.02 17.00 8.30 2.66 3.67 17.50 8.41 2.73 4.51 18.00 8.52 2.80 5.49 18.50 8.62 2.87 6.47 19.00 8.72 2.93 7.61 19.50 8.81 2.99 8.96 20.00 8.89 3.05 10.32 20.50 8.97 3.11 11.77 21.00 9.05 3.16 13.49 21.50 9.12 3.20 15.21 22.00 9.18 3.25 16.93 22.50 9.24 3.29 18.69 23.00 9.30 3.33 20.44 23.50 9.35 3.36 22.19 24.00 9.39 3.39 23.86 24.50 9.39 3.39 25.52 25.00 9.39 3.39 27.19 25.50 9.39 3.39 28.59 26.00 9.39 3.39 29.96 26.50 9.39 3.39 31.33 27.00 9.39 3.39 32.43 27.50 9.39 3.39 33.43 28.00 9.39 3.39 34.43 28.50 9.39 3.39 35.26 29.00 9.39 3.39 35.97 29.50 9.39 3.39 36.69 30.00 9.39 3.39 37.16 30.50 9.39 3.39 37.35 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 9.39 3.39 37.54 31.50 9.39 3.39 37.66 32.00 9.39 3.39 37.61 32.50 9.39 3.39 37.57 33.00 9.39 3.39 37.44 33.50 9.39 3.39 37.02 34.00 9.39 3.39 36.59 34.50 9.39 3.39 36.15 35.00 9.39 3.39 35.44 35.50 9.39 3.39 34.74 36.00 9.39 3.39 34.03 36.50 9.39 3.39 33.00 37.00 9.39 3.39 31.95 37.50 9.39 3.39 30.90 38.00 9.39 3.39 29.83 38.50 9.39 3.39 28.76 39.00 9.39 3.39 27.68 39.50 9.39 3.39 26.61 40.00 9.39 3.39 25.53 40.50 9.39 3.39 24.45 41.00 9.39 3.39 23.41 41.50 9.39 3.39 22.41 42.00 9.39 3.39 21.40 42.50 9.39 3.39 20.43 43.00 9.39 3.39 19.51 43.50 9.39 3.39 18.60 44.00 9.39 3.39 17.71 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 59HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Proposed) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 2.74" for 500 Year event Inflow = 37.67 cfs @ 31.36 hrs, Volume= 58.737 af Outflow = 37.67 cfs @ 31.37 hrs, Volume= 58.731 af, Atten= 0%, Lag= 0.6 min Primary = 37.67 cfs @ 31.37 hrs, Volume= 58.731 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 2.77' @ 31.37 hrs Storage= 0.026 af (0.022 af above start) Plug-Flow detention time= 0.8 min calculated for 58.728 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 1,906.0 - 1,905.7 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 60HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 61HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 1.73'288.0" W x 48.0" H Box Culvert L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 96.00 sf Primary OutFlow Max=36.54 cfs @ 31.37 hrs HW=2.77' (Free Discharge) 2=Culvert (Barrel Controls 36.54 cfs @ 1.96 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Proposed) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=257.500 ac Peak Elev=2.77' Storage=0.026 af 37.67 cfs37.67 cfs37.67 cfs 0.00 cfs NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Proposed Printed 6/4/2024Prepared by Tighe & Bond Page 62HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Proposed) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.17 0.004 1.74 0.17 0.17 0.00 14.00 0.54 0.004 1.77 0.54 0.54 0.00 15.00 1.35 0.004 1.83 1.34 1.34 0.00 16.00 2.36 0.004 1.90 2.35 2.35 0.00 17.00 3.67 0.005 1.99 3.67 3.67 0.00 18.00 5.49 0.005 2.12 5.49 5.49 0.00 19.00 7.61 0.005 2.18 7.60 7.60 0.00 20.00 10.32 0.006 2.25 10.31 10.31 0.00 21.00 13.49 0.006 2.34 13.48 13.48 0.00 22.00 16.93 0.008 2.42 16.89 16.89 0.00 23.00 20.44 0.012 2.49 20.40 20.40 0.00 24.00 23.86 0.015 2.55 23.82 23.82 0.00 25.00 27.19 0.018 2.61 27.16 27.16 0.00 26.00 29.96 0.020 2.65 29.94 29.94 0.00 27.00 32.43 0.022 2.69 32.41 32.41 0.00 28.00 34.43 0.023 2.72 34.42 34.42 0.00 29.00 35.97 0.024 2.74 35.96 35.96 0.00 30.00 37.16 0.025 2.76 37.15 37.15 0.00 31.00 37.54 0.026 2.76 37.54 37.54 0.00 32.00 37.61 0.026 2.76 37.61 37.61 0.00 33.00 37.44 0.026 2.76 37.45 37.45 0.00 34.00 36.59 0.025 2.75 36.60 36.60 0.00 35.00 35.44 0.024 2.73 35.45 35.45 0.00 36.00 34.03 0.023 2.71 34.04 34.04 0.00 37.00 31.95 0.022 2.68 31.97 31.97 0.00 38.00 29.83 0.020 2.65 29.85 29.85 0.00 39.00 27.68 0.018 2.62 27.70 27.70 0.00 40.00 25.53 0.017 2.58 25.55 25.55 0.00 41.00 23.41 0.015 2.55 23.44 23.44 0.00 42.00 21.40 0.013 2.51 21.42 21.42 0.00 43.00 19.51 0.011 2.47 19.54 19.54 0.00 44.00 17.71 0.009 2.43 17.73 17.73 0.00 3S Basin 3 5P Weir Road Culvert (Existing) Routing Diagram for B5091-001_Existing Prepared by Tighe & Bond, Printed 6/4/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "B5091-001_Proposed.hcp" B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 001 Year NOAA10 24-hr C Default 24.00 1 2.87 2 2 002 Year NOAA10 24-hr C Default 24.00 1 3.39 2 3 005 Year NOAA10 24-hr C Default 24.00 1 4.24 2 4 010 Year NOAA10 24-hr C Default 24.00 1 4.95 2 5 025 Year NOAA10 24-hr C Default 24.00 1 5.92 2 6 050 Year NOAA10 24-hr C Default 24.00 1 6.65 2 7 100 Year NOAA10 24-hr C Default 24.00 1 7.41 2 8 500 Year NOAA10 24-hr C Default 24.00 1 9.39 2 B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 257.500 52 (3S) 257.500 52 TOTAL AREA B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 257.500 Other 3S 257.500 TOTAL AREA B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 257.500 257.500 3S 0.000 0.000 0.000 0.000 257.500 257.500 TOTAL AREA B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 5P 1.73 1.70 37.0 0.0008 0.045 38.4 30.0 9.6 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.07"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=1.17 cfs 1.597 af Peak Elev=3.04' Storage=0.044 af Inflow=1.17 cfs 1.597 afPond 5P: Weir Road Culvert (Existing) Primary=1.17 cfs 1.567 af Secondary=0.00 cfs 0.000 af Outflow=1.17 cfs 1.567 af Total Runoff Area = 257.500 ac Runoff Volume = 1.597 af Average Runoff Depth = 0.07" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af, Depth> 0.07" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 001 Year Rainfall=2.87" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 NOAA10 24-hr C 001 Year Rainfall=2.87" Runoff Area=257.500 ac Runoff Volume=1.597 af Runoff Depth>0.07" Tc=1,410.0 min CN=52 1.17 cfs NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.21 0.00 0.00 5.50 0.24 0.00 0.00 6.00 0.27 0.00 0.00 6.50 0.30 0.00 0.00 7.00 0.33 0.00 0.00 7.50 0.37 0.00 0.00 8.00 0.41 0.00 0.00 8.50 0.45 0.00 0.00 9.00 0.49 0.00 0.00 9.50 0.54 0.00 0.00 10.00 0.60 0.00 0.00 10.50 0.67 0.00 0.00 11.00 0.77 0.00 0.00 11.50 0.90 0.00 0.00 12.00 1.35 0.00 0.00 12.50 1.97 0.00 0.00 13.00 2.10 0.01 0.00 13.50 2.20 0.01 0.00 14.00 2.27 0.02 0.00 14.50 2.33 0.02 0.00 15.00 2.38 0.03 0.00 15.50 2.42 0.03 0.00 16.00 2.46 0.04 0.01 16.50 2.50 0.04 0.01 17.00 2.54 0.05 0.01 17.50 2.57 0.05 0.02 18.00 2.60 0.06 0.03 18.50 2.63 0.06 0.04 19.00 2.66 0.07 0.06 19.50 2.69 0.07 0.07 20.00 2.72 0.08 0.09 20.50 2.74 0.08 0.11 21.00 2.77 0.08 0.13 21.50 2.79 0.09 0.16 22.00 2.81 0.09 0.19 22.50 2.82 0.09 0.22 23.00 2.84 0.10 0.26 23.50 2.86 0.10 0.29 24.00 2.87 0.10 0.34 24.50 2.87 0.10 0.39 25.00 2.87 0.10 0.44 25.50 2.87 0.10 0.49 26.00 2.87 0.10 0.54 26.50 2.87 0.10 0.59 27.00 2.87 0.10 0.64 27.50 2.87 0.10 0.69 28.00 2.87 0.10 0.74 28.50 2.87 0.10 0.79 29.00 2.87 0.10 0.84 29.50 2.87 0.10 0.89 30.00 2.87 0.10 0.93 30.50 2.87 0.10 0.97 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 2.87 0.10 1.01 31.50 2.87 0.10 1.04 32.00 2.87 0.10 1.07 32.50 2.87 0.10 1.10 33.00 2.87 0.10 1.12 33.50 2.87 0.10 1.14 34.00 2.87 0.10 1.15 34.50 2.87 0.10 1.16 35.00 2.87 0.10 1.16 35.50 2.87 0.10 1.17 36.00 2.87 0.10 1.17 36.50 2.87 0.10 1.16 37.00 2.87 0.10 1.15 37.50 2.87 0.10 1.13 38.00 2.87 0.10 1.11 38.50 2.87 0.10 1.09 39.00 2.87 0.10 1.07 39.50 2.87 0.10 1.05 40.00 2.87 0.10 1.02 40.50 2.87 0.10 0.98 41.00 2.87 0.10 0.95 41.50 2.87 0.10 0.92 42.00 2.87 0.10 0.89 42.50 2.87 0.10 0.85 43.00 2.87 0.10 0.82 43.50 2.87 0.10 0.78 44.00 2.87 0.10 0.75 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.07" for 001 Year event Inflow = 1.17 cfs @ 36.00 hrs, Volume= 1.597 af Outflow = 1.17 cfs @ 36.09 hrs, Volume= 1.567 af, Atten= 0%, Lag= 5.4 min Primary = 1.17 cfs @ 36.09 hrs, Volume= 1.567 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 3.04' @ 36.09 hrs Storage= 0.044 af (0.040 af above start) Plug-Flow detention time= 32.3 min calculated for 1.564 af (98% of inflow) Center-of-Mass det. time= 17.6 min ( 2,068.0 - 2,050.3 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=1.15 cfs @ 36.09 hrs HW=3.04' (Free Discharge) 2=Culvert (Barrel Controls 1.15 cfs @ 0.93 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Inflow Area=257.500 ac Peak Elev=3.04' Storage=0.044 af 1.17 cfs1.17 cfs1.17 cfs 0.00 cfs NOAA10 24-hr C 001 Year Rainfall=2.87"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.00 0.004 1.73 0.00 0.00 0.00 14.00 0.00 0.004 1.74 0.00 0.00 0.00 15.00 0.00 0.004 1.77 0.00 0.00 0.00 16.00 0.01 0.004 1.82 0.00 0.00 0.00 17.00 0.01 0.005 2.05 0.00 0.00 0.00 18.00 0.03 0.007 2.38 0.00 0.00 0.00 19.00 0.06 0.010 2.46 0.00 0.00 0.00 20.00 0.09 0.016 2.57 0.02 0.02 0.00 21.00 0.13 0.018 2.62 0.12 0.12 0.00 22.00 0.19 0.020 2.64 0.17 0.17 0.00 23.00 0.26 0.021 2.67 0.24 0.24 0.00 24.00 0.34 0.023 2.71 0.32 0.32 0.00 25.00 0.44 0.025 2.75 0.41 0.41 0.00 26.00 0.54 0.027 2.80 0.51 0.51 0.00 27.00 0.64 0.030 2.84 0.61 0.61 0.00 28.00 0.74 0.032 2.89 0.71 0.71 0.00 29.00 0.84 0.034 2.94 0.81 0.81 0.00 30.00 0.93 0.037 2.98 0.91 0.91 0.00 31.00 1.01 0.039 3.00 0.98 0.98 0.00 32.00 1.07 0.041 3.02 1.05 1.05 0.00 33.00 1.12 0.042 3.03 1.11 1.11 0.00 34.00 1.15 0.043 3.04 1.14 1.14 0.00 35.00 1.16 0.043 3.04 1.16 1.16 0.00 36.00 1.17 0.044 3.04 1.17 1.17 0.00 37.00 1.15 0.043 3.04 1.15 1.15 0.00 38.00 1.11 0.043 3.04 1.12 1.12 0.00 39.00 1.07 0.042 3.03 1.09 1.09 0.00 40.00 1.02 0.040 3.02 1.04 1.04 0.00 41.00 0.95 0.039 3.00 0.98 0.98 0.00 42.00 0.89 0.037 2.98 0.91 0.91 0.00 43.00 0.82 0.035 2.95 0.84 0.84 0.00 44.00 0.75 0.033 2.92 0.77 0.77 0.00 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.17"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=2.49 cfs 3.571 af Peak Elev=3.30' Storage=0.074 af Inflow=2.49 cfs 3.571 afPond 5P: Weir Road Culvert (Existing) Primary=2.48 cfs 3.523 af Secondary=0.00 cfs 0.000 af Outflow=2.48 cfs 3.523 af Total Runoff Area = 257.500 ac Runoff Volume = 3.571 af Average Runoff Depth = 0.17" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 2.49 cfs @ 34.46 hrs, Volume= 3.571 af, Depth> 0.17" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 002 Year Rainfall=3.39" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 NOAA10 24-hr C 002 Year Rainfall=3.39" Runoff Area=257.500 ac Runoff Volume=3.571 af Runoff Depth>0.17" Tc=1,410.0 min CN=52 2.49 cfs NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.24 0.00 0.00 5.50 0.28 0.00 0.00 6.00 0.31 0.00 0.00 6.50 0.35 0.00 0.00 7.00 0.39 0.00 0.00 7.50 0.44 0.00 0.00 8.00 0.48 0.00 0.00 8.50 0.53 0.00 0.00 9.00 0.57 0.00 0.00 9.50 0.64 0.00 0.00 10.00 0.71 0.00 0.00 10.50 0.79 0.00 0.00 11.00 0.91 0.00 0.00 11.50 1.06 0.00 0.00 12.00 1.59 0.00 0.00 12.50 2.33 0.02 0.00 13.00 2.48 0.04 0.00 13.50 2.60 0.06 0.01 14.00 2.68 0.07 0.01 14.50 2.75 0.08 0.01 15.00 2.82 0.09 0.02 15.50 2.86 0.10 0.03 16.00 2.91 0.11 0.04 16.50 2.95 0.12 0.06 17.00 3.00 0.13 0.08 17.50 3.04 0.14 0.11 18.00 3.08 0.14 0.14 18.50 3.11 0.15 0.17 19.00 3.15 0.16 0.21 19.50 3.18 0.17 0.26 20.00 3.21 0.18 0.31 20.50 3.24 0.18 0.37 21.00 3.27 0.19 0.44 21.50 3.29 0.20 0.51 22.00 3.32 0.20 0.59 22.50 3.34 0.21 0.68 23.00 3.36 0.21 0.77 23.50 3.37 0.22 0.86 24.00 3.39 0.22 0.96 24.50 3.39 0.22 1.07 25.00 3.39 0.22 1.18 25.50 3.39 0.22 1.29 26.00 3.39 0.22 1.40 26.50 3.39 0.22 1.50 27.00 3.39 0.22 1.61 27.50 3.39 0.22 1.71 28.00 3.39 0.22 1.81 28.50 3.39 0.22 1.90 29.00 3.39 0.22 1.99 29.50 3.39 0.22 2.08 30.00 3.39 0.22 2.15 30.50 3.39 0.22 2.22 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 3.39 0.22 2.28 31.50 3.39 0.22 2.34 32.00 3.39 0.22 2.38 32.50 3.39 0.22 2.42 33.00 3.39 0.22 2.46 33.50 3.39 0.22 2.47 34.00 3.39 0.22 2.48 34.50 3.39 0.22 2.49 35.00 3.39 0.22 2.48 35.50 3.39 0.22 2.46 36.00 3.39 0.22 2.45 36.50 3.39 0.22 2.42 37.00 3.39 0.22 2.38 37.50 3.39 0.22 2.34 38.00 3.39 0.22 2.29 38.50 3.39 0.22 2.24 39.00 3.39 0.22 2.18 39.50 3.39 0.22 2.12 40.00 3.39 0.22 2.05 40.50 3.39 0.22 1.98 41.00 3.39 0.22 1.90 41.50 3.39 0.22 1.83 42.00 3.39 0.22 1.76 42.50 3.39 0.22 1.69 43.00 3.39 0.22 1.62 43.50 3.39 0.22 1.55 44.00 3.39 0.22 1.48 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.17" for 002 Year event Inflow = 2.49 cfs @ 34.46 hrs, Volume= 3.571 af Outflow = 2.48 cfs @ 34.65 hrs, Volume= 3.523 af, Atten= 0%, Lag= 11.5 min Primary = 2.48 cfs @ 34.65 hrs, Volume= 3.523 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 3.30' @ 34.65 hrs Storage= 0.074 af (0.071 af above start) Plug-Flow detention time= 24.7 min calculated for 3.519 af (99% of inflow) Center-of-Mass det. time= 14.2 min ( 2,021.8 - 2,007.5 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=2.42 cfs @ 34.65 hrs HW=3.30' (Free Discharge) 2=Culvert (Barrel Controls 2.42 cfs @ 1.31 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Inflow Area=257.500 ac Peak Elev=3.30' Storage=0.074 af 2.49 cfs2.48 cfs2.48 cfs 0.00 cfs NOAA10 24-hr C 002 Year Rainfall=3.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.00 0.004 1.74 0.00 0.00 0.00 14.00 0.01 0.004 1.87 0.00 0.00 0.00 15.00 0.02 0.005 2.20 0.00 0.00 0.00 16.00 0.04 0.008 2.41 0.00 0.00 0.00 17.00 0.08 0.013 2.51 0.00 0.00 0.00 18.00 0.14 0.018 2.62 0.11 0.11 0.00 19.00 0.21 0.020 2.65 0.19 0.19 0.00 20.00 0.31 0.022 2.70 0.29 0.29 0.00 21.00 0.44 0.025 2.75 0.40 0.40 0.00 22.00 0.59 0.028 2.81 0.54 0.54 0.00 23.00 0.77 0.032 2.89 0.72 0.72 0.00 24.00 0.96 0.037 2.98 0.91 0.91 0.00 25.00 1.18 0.042 3.03 1.11 1.11 0.00 26.00 1.40 0.048 3.08 1.33 1.33 0.00 27.00 1.61 0.053 3.12 1.55 1.55 0.00 28.00 1.81 0.057 3.16 1.75 1.75 0.00 29.00 1.99 0.062 3.19 1.94 1.94 0.00 30.00 2.15 0.066 3.23 2.11 2.11 0.00 31.00 2.28 0.069 3.25 2.24 2.24 0.00 32.00 2.38 0.071 3.27 2.35 2.35 0.00 33.00 2.46 0.073 3.29 2.44 2.44 0.00 34.00 2.48 0.074 3.30 2.47 2.47 0.00 35.00 2.48 0.074 3.30 2.48 2.48 0.00 36.00 2.45 0.074 3.30 2.46 2.46 0.00 37.00 2.38 0.072 3.28 2.40 2.40 0.00 38.00 2.29 0.070 3.27 2.32 2.32 0.00 39.00 2.18 0.068 3.25 2.21 2.21 0.00 40.00 2.05 0.065 3.22 2.09 2.09 0.00 41.00 1.90 0.062 3.20 1.94 1.94 0.00 42.00 1.76 0.058 3.17 1.80 1.80 0.00 43.00 1.62 0.055 3.14 1.66 1.66 0.00 44.00 1.48 0.052 3.11 1.52 1.52 0.00 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.38"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=5.48 cfs 8.179 af Peak Elev=3.74' Storage=0.154 af Inflow=5.48 cfs 8.179 afPond 5P: Weir Road Culvert (Existing) Primary=5.47 cfs 8.092 af Secondary=0.00 cfs 0.000 af Outflow=5.47 cfs 8.092 af Total Runoff Area = 257.500 ac Runoff Volume = 8.179 af Average Runoff Depth = 0.38" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 5.48 cfs @ 32.92 hrs, Volume= 8.179 af, Depth> 0.38" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 005 Year Rainfall=4.24" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 NOAA10 24-hr C 005 Year Rainfall=4.24" Runoff Area=257.500 ac Runoff Volume=8.179 af Runoff Depth>0.38" Tc=1,410.0 min CN=52 5.48 cfs NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.30 0.00 0.00 5.50 0.35 0.00 0.00 6.00 0.39 0.00 0.00 6.50 0.44 0.00 0.00 7.00 0.49 0.00 0.00 7.50 0.55 0.00 0.00 8.00 0.60 0.00 0.00 8.50 0.66 0.00 0.00 9.00 0.72 0.00 0.00 9.50 0.80 0.00 0.00 10.00 0.89 0.00 0.00 10.50 0.99 0.00 0.00 11.00 1.13 0.00 0.00 11.50 1.33 0.00 0.00 12.00 1.99 0.00 0.00 12.50 2.91 0.11 0.00 13.00 3.11 0.15 0.01 13.50 3.25 0.19 0.03 14.00 3.35 0.21 0.04 14.50 3.44 0.23 0.07 15.00 3.52 0.26 0.10 15.50 3.58 0.27 0.13 16.00 3.64 0.29 0.18 16.50 3.69 0.31 0.24 17.00 3.75 0.32 0.30 17.50 3.80 0.34 0.38 18.00 3.85 0.36 0.48 18.50 3.89 0.37 0.58 19.00 3.94 0.39 0.70 19.50 3.98 0.40 0.84 20.00 4.02 0.41 0.98 20.50 4.05 0.43 1.14 21.00 4.09 0.44 1.33 21.50 4.12 0.45 1.53 22.00 4.15 0.46 1.72 22.50 4.17 0.47 1.94 23.00 4.20 0.48 2.17 23.50 4.22 0.49 2.39 24.00 4.24 0.49 2.63 24.50 4.24 0.49 2.88 25.00 4.24 0.49 3.12 25.50 4.24 0.49 3.35 26.00 4.24 0.49 3.58 26.50 4.24 0.49 3.81 27.00 4.24 0.49 4.02 27.50 4.24 0.49 4.21 28.00 4.24 0.49 4.41 28.50 4.24 0.49 4.59 29.00 4.24 0.49 4.75 29.50 4.24 0.49 4.91 30.00 4.24 0.49 5.04 30.50 4.24 0.49 5.14 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 4.24 0.49 5.24 31.50 4.24 0.49 5.32 32.00 4.24 0.49 5.38 32.50 4.24 0.49 5.44 33.00 4.24 0.49 5.48 33.50 4.24 0.49 5.47 34.00 4.24 0.49 5.46 34.50 4.24 0.49 5.45 35.00 4.24 0.49 5.39 35.50 4.24 0.49 5.34 36.00 4.24 0.49 5.28 36.50 4.24 0.49 5.18 37.00 4.24 0.49 5.06 37.50 4.24 0.49 4.95 38.00 4.24 0.49 4.82 38.50 4.24 0.49 4.69 39.00 4.24 0.49 4.56 39.50 4.24 0.49 4.41 40.00 4.24 0.49 4.25 40.50 4.24 0.49 4.09 41.00 4.24 0.49 3.93 41.50 4.24 0.49 3.77 42.00 4.24 0.49 3.62 42.50 4.24 0.49 3.46 43.00 4.24 0.49 3.32 43.50 4.24 0.49 3.17 44.00 4.24 0.49 3.02 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.38" for 005 Year event Inflow = 5.48 cfs @ 32.92 hrs, Volume= 8.179 af Outflow = 5.47 cfs @ 33.66 hrs, Volume= 8.092 af, Atten= 0%, Lag= 44.5 min Primary = 5.47 cfs @ 33.66 hrs, Volume= 8.092 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 3.74' @ 33.66 hrs Storage= 0.154 af (0.150 af above start) Plug-Flow detention time= 21.5 min calculated for 8.078 af (99% of inflow) Center-of-Mass det. time= 13.3 min ( 1,982.0 - 1,968.6 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=5.45 cfs @ 33.66 hrs HW=3.74' (Free Discharge) 2=Culvert (Barrel Controls 5.45 cfs @ 1.88 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=3.74' Storage=0.154 af 5.48 cfs5.47 cfs5.47 cfs 0.00 cfs NOAA10 24-hr C 005 Year Rainfall=4.24"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.01 0.004 1.80 0.00 0.00 0.00 14.00 0.04 0.006 2.37 0.00 0.00 0.00 15.00 0.10 0.012 2.48 0.00 0.00 0.00 16.00 0.18 0.019 2.63 0.14 0.14 0.00 17.00 0.30 0.022 2.69 0.27 0.27 0.00 18.00 0.48 0.026 2.76 0.43 0.43 0.00 19.00 0.70 0.030 2.85 0.63 0.63 0.00 20.00 0.98 0.037 2.98 0.91 0.91 0.00 21.00 1.33 0.045 3.06 1.22 1.22 0.00 22.00 1.72 0.054 3.13 1.61 1.61 0.00 23.00 2.17 0.064 3.21 2.04 2.04 0.00 24.00 2.63 0.075 3.30 2.50 2.50 0.00 25.00 3.12 0.086 3.39 2.97 2.97 0.00 26.00 3.58 0.099 3.46 3.42 3.42 0.00 27.00 4.02 0.111 3.53 3.89 3.89 0.00 28.00 4.41 0.121 3.58 4.29 4.29 0.00 29.00 4.75 0.130 3.63 4.65 4.65 0.00 30.00 5.04 0.138 3.67 4.96 4.96 0.00 31.00 5.24 0.144 3.70 5.17 5.17 0.00 32.00 5.38 0.149 3.72 5.33 5.33 0.00 33.00 5.48 0.153 3.74 5.45 5.45 0.00 34.00 5.46 0.154 3.74 5.47 5.47 0.00 35.00 5.39 0.153 3.73 5.43 5.43 0.00 36.00 5.28 0.149 3.72 5.33 5.33 0.00 37.00 5.06 0.143 3.70 5.15 5.15 0.00 38.00 4.82 0.137 3.67 4.90 4.90 0.00 39.00 4.56 0.130 3.63 4.64 4.64 0.00 40.00 4.25 0.123 3.59 4.34 4.34 0.00 41.00 3.93 0.115 3.55 4.03 4.03 0.00 42.00 3.62 0.107 3.50 3.71 3.71 0.00 43.00 3.32 0.099 3.46 3.42 3.42 0.00 44.00 3.02 0.090 3.41 3.12 3.12 0.00 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.61"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=8.68 cfs 13.124 af Peak Elev=4.10' Storage=0.281 af Inflow=8.68 cfs 13.124 afPond 5P: Weir Road Culvert (Existing) Primary=8.64 cfs 12.996 af Secondary=0.00 cfs 0.000 af Outflow=8.64 cfs 12.996 af Total Runoff Area = 257.500 ac Runoff Volume = 13.124 af Average Runoff Depth = 0.61" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 8.68 cfs @ 32.91 hrs, Volume= 13.124 af, Depth> 0.61" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 010 Year Rainfall=4.95" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 010 Year Rainfall=4.95" Runoff Area=257.500 ac Runoff Volume=13.124 af Runoff Depth>0.61" Tc=1,410.0 min CN=52 8.68 cfs NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.36 0.00 0.00 5.50 0.41 0.00 0.00 6.00 0.46 0.00 0.00 6.50 0.52 0.00 0.00 7.00 0.57 0.00 0.00 7.50 0.64 0.00 0.00 8.00 0.70 0.00 0.00 8.50 0.77 0.00 0.00 9.00 0.84 0.00 0.00 9.50 0.94 0.00 0.00 10.00 1.04 0.00 0.00 10.50 1.15 0.00 0.00 11.00 1.32 0.00 0.00 11.50 1.55 0.00 0.00 12.00 2.32 0.02 0.00 12.50 3.40 0.22 0.00 13.00 3.63 0.29 0.03 13.50 3.80 0.34 0.05 14.00 3.91 0.38 0.08 14.50 4.01 0.41 0.14 15.00 4.11 0.45 0.20 15.50 4.18 0.47 0.26 16.00 4.25 0.50 0.36 16.50 4.31 0.52 0.47 17.00 4.38 0.54 0.58 17.50 4.43 0.57 0.73 18.00 4.49 0.59 0.90 18.50 4.54 0.61 1.08 19.00 4.59 0.63 1.29 19.50 4.64 0.65 1.54 20.00 4.69 0.67 1.79 20.50 4.73 0.69 2.06 21.00 4.77 0.70 2.39 21.50 4.81 0.72 2.72 22.00 4.84 0.73 3.06 22.50 4.87 0.75 3.43 23.00 4.90 0.76 3.80 23.50 4.93 0.77 4.16 24.00 4.95 0.78 4.55 24.50 4.95 0.78 4.94 25.00 4.95 0.78 5.33 25.50 4.95 0.78 5.68 26.00 4.95 0.78 6.03 26.50 4.95 0.78 6.38 27.00 4.95 0.78 6.69 27.50 4.95 0.78 6.98 28.00 4.95 0.78 7.27 28.50 4.95 0.78 7.52 29.00 4.95 0.78 7.75 29.50 4.95 0.78 7.98 30.00 4.95 0.78 8.16 30.50 4.95 0.78 8.29 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 4.95 0.78 8.41 31.50 4.95 0.78 8.51 32.00 4.95 0.78 8.57 32.50 4.95 0.78 8.63 33.00 4.95 0.78 8.68 33.50 4.95 0.78 8.63 34.00 4.95 0.78 8.59 34.50 4.95 0.78 8.55 35.00 4.95 0.78 8.44 35.50 4.95 0.78 8.33 36.00 4.95 0.78 8.22 36.50 4.95 0.78 8.03 37.00 4.95 0.78 7.83 37.50 4.95 0.78 7.64 38.00 4.95 0.78 7.42 38.50 4.95 0.78 7.20 39.00 4.95 0.78 6.98 39.50 4.95 0.78 6.73 40.00 4.95 0.78 6.48 40.50 4.95 0.78 6.23 41.00 4.95 0.78 5.98 41.50 4.95 0.78 5.74 42.00 4.95 0.78 5.50 42.50 4.95 0.78 5.26 43.00 4.95 0.78 5.03 43.50 4.95 0.78 4.80 44.00 4.95 0.78 4.58 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.61" for 010 Year event Inflow = 8.68 cfs @ 32.91 hrs, Volume= 13.124 af Outflow = 8.64 cfs @ 33.45 hrs, Volume= 12.996 af, Atten= 1%, Lag= 32.6 min Primary = 8.64 cfs @ 33.45 hrs, Volume= 12.996 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 4.10' @ 33.45 hrs Storage= 0.281 af (0.278 af above start) Plug-Flow detention time= 22.6 min calculated for 12.993 af (99% of inflow) Center-of-Mass det. time= 15.1 min ( 1,965.1 - 1,950.0 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=8.62 cfs @ 33.45 hrs HW=4.10' (Free Discharge) 2=Culvert (Barrel Controls 8.62 cfs @ 2.29 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=4.10' Storage=0.281 af 8.68 cfs8.64 cfs8.64 cfs 0.00 cfs NOAA10 24-hr C 010 Year Rainfall=4.95"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.03 0.004 1.86 0.00 0.00 0.00 14.00 0.08 0.008 2.42 0.00 0.00 0.00 15.00 0.20 0.018 2.62 0.11 0.11 0.00 16.00 0.36 0.023 2.70 0.30 0.30 0.00 17.00 0.58 0.028 2.80 0.52 0.52 0.00 18.00 0.90 0.034 2.93 0.81 0.81 0.00 19.00 1.29 0.043 3.04 1.16 1.16 0.00 20.00 1.79 0.055 3.14 1.65 1.65 0.00 21.00 2.39 0.068 3.25 2.21 2.21 0.00 22.00 3.06 0.083 3.37 2.87 2.87 0.00 23.00 3.80 0.103 3.48 3.55 3.55 0.00 24.00 4.55 0.122 3.59 4.32 4.32 0.00 25.00 5.33 0.141 3.69 5.09 5.09 0.00 26.00 6.03 0.164 3.77 5.74 5.74 0.00 27.00 6.69 0.187 3.85 6.42 6.42 0.00 28.00 7.27 0.208 3.92 7.03 7.03 0.00 29.00 7.75 0.227 3.98 7.50 7.50 0.00 30.00 8.16 0.248 4.02 7.94 7.94 0.00 31.00 8.41 0.263 4.06 8.25 8.25 0.00 32.00 8.57 0.274 4.08 8.48 8.48 0.00 33.00 8.68 0.280 4.10 8.62 8.62 0.00 34.00 8.59 0.281 4.10 8.62 8.62 0.00 35.00 8.44 0.276 4.09 8.53 8.53 0.00 36.00 8.22 0.267 4.07 8.34 8.34 0.00 37.00 7.83 0.253 4.03 8.04 8.04 0.00 38.00 7.42 0.235 3.99 7.66 7.66 0.00 39.00 6.98 0.214 3.95 7.22 7.22 0.00 40.00 6.48 0.196 3.88 6.69 6.69 0.00 41.00 5.98 0.179 3.82 6.19 6.19 0.00 42.00 5.50 0.162 3.77 5.70 5.70 0.00 43.00 5.03 0.146 3.71 5.22 5.22 0.00 44.00 4.58 0.132 3.64 4.72 4.72 0.00 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>0.99"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=13.85 cfs 21.195 af Peak Elev=4.58' Storage=0.693 af Inflow=13.85 cfs 21.195 afPond 5P: Weir Road Culvert (Existing) Primary=13.61 cfs 20.976 af Secondary=0.00 cfs 0.000 af Outflow=13.61 cfs 20.976 af Total Runoff Area = 257.500 ac Runoff Volume = 21.195 af Average Runoff Depth = 0.99" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 13.85 cfs @ 32.89 hrs, Volume= 21.195 af, Depth> 0.99" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 025 Year Rainfall=5.92" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 025 Year Rainfall=5.92" Runoff Area=257.500 ac Runoff Volume=21.195 af Runoff Depth>0.99" Tc=1,410.0 min CN=52 13.85 cfs NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.43 0.00 0.00 5.50 0.49 0.00 0.00 6.00 0.55 0.00 0.00 6.50 0.62 0.00 0.00 7.00 0.69 0.00 0.00 7.50 0.76 0.00 0.00 8.00 0.84 0.00 0.00 8.50 0.92 0.00 0.00 9.00 1.00 0.00 0.00 9.50 1.12 0.00 0.00 10.00 1.25 0.00 0.00 10.50 1.38 0.00 0.00 11.00 1.58 0.00 0.00 11.50 1.86 0.00 0.00 12.00 2.78 0.09 0.00 12.50 4.06 0.43 0.00 13.00 4.34 0.53 0.05 13.50 4.54 0.61 0.10 14.00 4.67 0.66 0.15 14.50 4.80 0.72 0.26 15.00 4.92 0.77 0.38 15.50 5.00 0.80 0.50 16.00 5.08 0.84 0.67 16.50 5.16 0.87 0.88 17.00 5.23 0.91 1.08 17.50 5.30 0.94 1.34 18.00 5.37 0.97 1.65 18.50 5.43 1.00 1.96 19.00 5.49 1.03 2.32 19.50 5.55 1.06 2.76 20.00 5.61 1.09 3.20 20.50 5.66 1.11 3.67 21.00 5.70 1.14 4.23 21.50 5.75 1.16 4.80 22.00 5.79 1.18 5.37 22.50 5.83 1.20 5.98 23.00 5.86 1.22 6.59 23.50 5.89 1.23 7.20 24.00 5.92 1.25 7.81 24.50 5.92 1.25 8.43 25.00 5.92 1.25 9.05 25.50 5.92 1.25 9.60 26.00 5.92 1.25 10.14 26.50 5.92 1.25 10.68 27.00 5.92 1.25 11.14 27.50 5.92 1.25 11.57 28.00 5.92 1.25 12.00 28.50 5.92 1.25 12.37 29.00 5.92 1.25 12.70 29.50 5.92 1.25 13.02 30.00 5.92 1.25 13.27 30.50 5.92 1.25 13.42 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 5.92 1.25 13.57 31.50 5.92 1.25 13.69 32.00 5.92 1.25 13.75 32.50 5.92 1.25 13.81 33.00 5.92 1.25 13.83 33.50 5.92 1.25 13.73 34.00 5.92 1.25 13.63 34.50 5.92 1.25 13.52 35.00 5.92 1.25 13.32 35.50 5.92 1.25 13.11 36.00 5.92 1.25 12.91 36.50 5.92 1.25 12.58 37.00 5.92 1.25 12.24 37.50 5.92 1.25 11.90 38.00 5.92 1.25 11.53 38.50 5.92 1.25 11.16 39.00 5.92 1.25 10.79 39.50 5.92 1.25 10.40 40.00 5.92 1.25 10.00 40.50 5.92 1.25 9.60 41.00 5.92 1.25 9.21 41.50 5.92 1.25 8.83 42.00 5.92 1.25 8.45 42.50 5.92 1.25 8.07 43.00 5.92 1.25 7.72 43.50 5.92 1.25 7.36 44.00 5.92 1.25 7.02 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 0.99" for 025 Year event Inflow = 13.85 cfs @ 32.89 hrs, Volume= 21.195 af Outflow = 13.61 cfs @ 34.11 hrs, Volume= 20.976 af, Atten= 2%, Lag= 73.0 min Primary = 13.61 cfs @ 34.11 hrs, Volume= 20.976 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 4.58' @ 34.11 hrs Storage= 0.693 af (0.689 af above start) Plug-Flow detention time= 30.0 min calculated for 20.945 af (99% of inflow) Center-of-Mass det. time= 22.1 min ( 1,955.8 - 1,933.7 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 41HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=13.61 cfs @ 34.11 hrs HW=4.58' (Free Discharge) 2=Culvert (Barrel Controls 13.61 cfs @ 2.77 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=4.58' Storage=0.693 af 13.85 cfs13.61 cfs13.61 cfs 0.00 cfs NOAA10 24-hr C 025 Year Rainfall=5.92"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 42HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.05 0.005 1.98 0.00 0.00 0.00 14.00 0.15 0.013 2.51 0.00 0.00 0.00 15.00 0.38 0.023 2.70 0.31 0.31 0.00 16.00 0.67 0.029 2.83 0.58 0.58 0.00 17.00 1.08 0.038 3.00 0.96 0.96 0.00 18.00 1.65 0.051 3.10 1.47 1.47 0.00 19.00 2.32 0.066 3.23 2.11 2.11 0.00 20.00 3.20 0.085 3.39 2.94 2.94 0.00 21.00 4.23 0.111 3.53 3.89 3.89 0.00 22.00 5.37 0.140 3.68 5.02 5.02 0.00 23.00 6.59 0.176 3.81 6.10 6.10 0.00 24.00 7.81 0.217 3.95 7.29 7.29 0.00 25.00 9.05 0.269 4.07 8.37 8.37 0.00 26.00 10.14 0.323 4.18 9.45 9.45 0.00 27.00 11.14 0.382 4.28 10.44 10.44 0.00 28.00 12.00 0.440 4.36 11.26 11.26 0.00 29.00 12.70 0.500 4.43 12.02 12.02 0.00 30.00 13.27 0.558 4.48 12.57 12.57 0.00 31.00 13.57 0.610 4.52 13.00 13.00 0.00 32.00 13.75 0.652 4.55 13.34 13.34 0.00 33.00 13.83 0.681 4.57 13.54 13.54 0.00 34.00 13.63 0.693 4.58 13.61 13.61 0.00 35.00 13.32 0.685 4.57 13.56 13.56 0.00 36.00 12.91 0.655 4.55 13.36 13.36 0.00 37.00 12.24 0.605 4.52 12.96 12.96 0.00 38.00 11.53 0.539 4.47 12.41 12.41 0.00 39.00 10.79 0.467 4.39 11.60 11.60 0.00 40.00 10.00 0.402 4.31 10.77 10.77 0.00 41.00 9.21 0.346 4.22 9.83 9.83 0.00 42.00 8.45 0.297 4.13 8.97 8.97 0.00 43.00 7.72 0.258 4.05 8.15 8.15 0.00 44.00 7.02 0.223 3.97 7.42 7.42 0.00 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 43HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>1.31"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=18.24 cfs 28.100 af Peak Elev=5.10' Storage=2.260 af Inflow=18.24 cfs 28.100 afPond 5P: Weir Road Culvert (Existing) Primary=16.49 cfs 27.504 af Secondary=0.00 cfs 0.000 af Outflow=16.49 cfs 27.504 af Total Runoff Area = 257.500 ac Runoff Volume = 28.100 af Average Runoff Depth = 1.31" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 44HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 18.24 cfs @ 32.88 hrs, Volume= 28.100 af, Depth> 1.31" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 050 Year Rainfall=6.65" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 050 Year Rainfall=6.65" Runoff Area=257.500 ac Runoff Volume=28.100 af Runoff Depth>1.31" Tc=1,410.0 min CN=52 18.24 cfs NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 45HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.48 0.00 0.00 5.50 0.55 0.00 0.00 6.00 0.62 0.00 0.00 6.50 0.69 0.00 0.00 7.00 0.77 0.00 0.00 7.50 0.86 0.00 0.00 8.00 0.94 0.00 0.00 8.50 1.03 0.00 0.00 9.00 1.13 0.00 0.00 9.50 1.26 0.00 0.00 10.00 1.40 0.00 0.00 10.50 1.55 0.00 0.00 11.00 1.78 0.00 0.00 11.50 2.09 0.01 0.00 12.00 3.12 0.15 0.00 12.50 4.56 0.62 0.00 13.00 4.87 0.75 0.07 13.50 5.10 0.85 0.14 14.00 5.25 0.92 0.22 14.50 5.39 0.98 0.37 15.00 5.52 1.05 0.55 15.50 5.62 1.09 0.72 16.00 5.71 1.14 0.97 16.50 5.79 1.18 1.25 17.00 5.88 1.23 1.53 17.50 5.96 1.27 1.89 18.00 6.03 1.31 2.32 18.50 6.10 1.34 2.75 19.00 6.17 1.38 3.25 19.50 6.24 1.42 3.85 20.00 6.30 1.45 4.45 20.50 6.35 1.48 5.10 21.00 6.41 1.51 5.87 21.50 6.46 1.54 6.64 22.00 6.50 1.56 7.42 22.50 6.55 1.59 8.24 23.00 6.58 1.61 9.05 23.50 6.62 1.63 9.87 24.00 6.65 1.64 10.68 24.50 6.65 1.64 11.50 25.00 6.65 1.64 12.31 25.50 6.65 1.64 13.02 26.00 6.65 1.64 13.72 26.50 6.65 1.64 14.41 27.00 6.65 1.64 15.00 27.50 6.65 1.64 15.54 28.00 6.65 1.64 16.09 28.50 6.65 1.64 16.55 29.00 6.65 1.64 16.95 29.50 6.65 1.64 17.36 30.00 6.65 1.64 17.65 30.50 6.65 1.64 17.82 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 6.65 1.64 17.99 31.50 6.65 1.64 18.11 32.00 6.65 1.64 18.16 32.50 6.65 1.64 18.20 33.00 6.65 1.64 18.21 33.50 6.65 1.64 18.05 34.00 6.65 1.64 17.90 34.50 6.65 1.64 17.73 35.00 6.65 1.64 17.44 35.50 6.65 1.64 17.15 36.00 6.65 1.64 16.86 36.50 6.65 1.64 16.40 37.00 6.65 1.64 15.94 37.50 6.65 1.64 15.47 38.00 6.65 1.64 14.98 38.50 6.65 1.64 14.48 39.00 6.65 1.64 13.98 39.50 6.65 1.64 13.46 40.00 6.65 1.64 12.94 40.50 6.65 1.64 12.41 41.00 6.65 1.64 11.90 41.50 6.65 1.64 11.40 42.00 6.65 1.64 10.90 42.50 6.65 1.64 10.42 43.00 6.65 1.64 9.95 43.50 6.65 1.64 9.49 44.00 6.65 1.64 9.04 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 46HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 1.31" for 050 Year event Inflow = 18.24 cfs @ 32.88 hrs, Volume= 28.100 af Outflow = 16.49 cfs @ 36.41 hrs, Volume= 27.504 af, Atten= 10%, Lag= 211.8 min Primary = 16.49 cfs @ 36.41 hrs, Volume= 27.504 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 5.10' @ 36.41 hrs Storage= 2.260 af (2.256 af above start) Plug-Flow detention time= 64.8 min calculated for 27.500 af (98% of inflow) Center-of-Mass det. time= 49.3 min ( 1,974.3 - 1,925.1 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 47HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 48HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=16.49 cfs @ 36.41 hrs HW=5.10' (Free Discharge) 2=Culvert (Barrel Controls 16.49 cfs @ 3.03 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=5.10' Storage=2.260 af 18.24 cfs 16.49 cfs16.49 cfs 0.00 cfs NOAA10 24-hr C 050 Year Rainfall=6.65"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 49HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.07 0.005 2.09 0.00 0.00 0.00 14.00 0.22 0.017 2.58 0.04 0.04 0.00 15.00 0.55 0.026 2.77 0.45 0.45 0.00 16.00 0.97 0.035 2.94 0.83 0.83 0.00 17.00 1.53 0.048 3.08 1.36 1.36 0.00 18.00 2.32 0.065 3.22 2.08 2.08 0.00 19.00 3.25 0.085 3.39 2.95 2.95 0.00 20.00 4.45 0.116 3.55 4.08 4.08 0.00 21.00 5.87 0.150 3.72 5.35 5.35 0.00 22.00 7.42 0.199 3.90 6.78 6.78 0.00 23.00 9.05 0.260 4.05 8.20 8.20 0.00 24.00 10.68 0.336 4.20 9.67 9.67 0.00 25.00 12.31 0.427 4.35 11.10 11.10 0.00 26.00 13.72 0.532 4.46 12.36 12.36 0.00 27.00 15.00 0.659 4.56 13.40 13.40 0.00 28.00 16.09 0.801 4.63 14.24 14.24 0.00 29.00 16.95 0.956 4.70 15.08 15.08 0.00 30.00 17.65 1.111 4.77 15.87 15.87 0.00 31.00 17.99 1.326 4.84 13.96 13.96 0.00 32.00 18.16 1.626 4.93 14.87 14.87 0.00 33.00 18.21 1.874 5.00 15.50 15.50 0.00 34.00 17.90 2.064 5.05 15.99 15.99 0.00 35.00 17.44 2.191 5.08 16.31 16.31 0.00 36.00 16.86 2.253 5.10 16.47 16.47 0.00 37.00 15.94 2.247 5.10 16.45 16.45 0.00 38.00 14.98 2.172 5.08 16.26 16.26 0.00 39.00 13.98 2.038 5.04 15.92 15.92 0.00 40.00 12.94 1.853 4.99 15.45 15.45 0.00 41.00 11.90 1.626 4.93 14.87 14.87 0.00 42.00 10.90 1.367 4.86 14.11 14.11 0.00 43.00 9.95 0.994 4.72 15.27 15.27 0.00 44.00 9.04 0.608 4.52 12.98 12.98 0.00 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 50HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>1.67"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=23.19 cfs 35.925 af Peak Elev=5.50' Storage=4.596 af Inflow=23.19 cfs 35.925 afPond 5P: Weir Road Culvert (Existing) Primary=19.82 cfs 33.322 af Secondary=0.00 cfs 0.000 af Outflow=19.82 cfs 33.322 af Total Runoff Area = 257.500 ac Runoff Volume = 35.925 af Average Runoff Depth = 1.67" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 51HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 23.19 cfs @ 32.87 hrs, Volume= 35.925 af, Depth> 1.67" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 100 Year Rainfall=7.41" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA10 24-hr C 100 Year Rainfall=7.41" Runoff Area=257.500 ac Runoff Volume=35.925 af Runoff Depth>1.67" Tc=1,410.0 min CN=52 23.19 cfs NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 52HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.53 0.00 0.00 5.50 0.61 0.00 0.00 6.00 0.69 0.00 0.00 6.50 0.77 0.00 0.00 7.00 0.86 0.00 0.00 7.50 0.95 0.00 0.00 8.00 1.05 0.00 0.00 8.50 1.15 0.00 0.00 9.00 1.26 0.00 0.00 9.50 1.40 0.00 0.00 10.00 1.56 0.00 0.00 10.50 1.72 0.00 0.00 11.00 1.98 0.00 0.00 11.50 2.33 0.02 0.00 12.00 3.48 0.24 0.00 12.50 5.08 0.84 0.00 13.00 5.43 1.00 0.09 13.50 5.69 1.13 0.20 14.00 5.85 1.21 0.30 14.50 6.01 1.29 0.51 15.00 6.15 1.37 0.74 15.50 6.26 1.43 0.98 16.00 6.36 1.48 1.31 16.50 6.46 1.54 1.68 17.00 6.55 1.59 2.06 17.50 6.64 1.64 2.53 18.00 6.72 1.69 3.10 18.50 6.80 1.73 3.67 19.00 6.88 1.78 4.33 19.50 6.95 1.82 5.12 20.00 7.02 1.86 5.91 20.50 7.08 1.89 6.76 21.00 7.14 1.93 7.77 21.50 7.20 1.96 8.78 22.00 7.25 1.99 9.80 22.50 7.29 2.02 10.85 23.00 7.34 2.05 11.91 23.50 7.38 2.07 12.96 24.00 7.41 2.09 13.99 24.50 7.41 2.09 15.02 25.00 7.41 2.09 16.05 25.50 7.41 2.09 16.95 26.00 7.41 2.09 17.82 26.50 7.41 2.09 18.69 27.00 7.41 2.09 19.41 27.50 7.41 2.09 20.08 28.00 7.41 2.09 20.74 28.50 7.41 2.09 21.30 29.00 7.41 2.09 21.79 29.50 7.41 2.09 22.28 30.00 7.41 2.09 22.63 30.50 7.41 2.09 22.81 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 7.41 2.09 22.99 31.50 7.41 2.09 23.12 32.00 7.41 2.09 23.14 32.50 7.41 2.09 23.17 33.00 7.41 2.09 23.15 33.50 7.41 2.09 22.92 34.00 7.41 2.09 22.70 34.50 7.41 2.09 22.47 35.00 7.41 2.09 22.08 35.50 7.41 2.09 21.68 36.00 7.41 2.09 21.29 36.50 7.41 2.09 20.69 37.00 7.41 2.09 20.08 37.50 7.41 2.09 19.46 38.00 7.41 2.09 18.83 38.50 7.41 2.09 18.18 39.00 7.41 2.09 17.54 39.50 7.41 2.09 16.88 40.00 7.41 2.09 16.21 40.50 7.41 2.09 15.54 41.00 7.41 2.09 14.89 41.50 7.41 2.09 14.26 42.00 7.41 2.09 13.63 42.50 7.41 2.09 13.02 43.00 7.41 2.09 12.44 43.50 7.41 2.09 11.86 44.00 7.41 2.09 11.30 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 53HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 1.67" for 100 Year event Inflow = 23.19 cfs @ 32.87 hrs, Volume= 35.925 af Outflow = 19.82 cfs @ 37.21 hrs, Volume= 33.322 af, Atten= 15%, Lag= 260.5 min Primary = 19.82 cfs @ 37.21 hrs, Volume= 33.322 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 5.50' @ 37.21 hrs Storage= 4.596 af (4.593 af above start) Plug-Flow detention time= 109.5 min calculated for 33.318 af (93% of inflow) Center-of-Mass det. time= 58.5 min ( 1,976.7 - 1,918.2 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 54HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 55HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=19.85 cfs @ 37.21 hrs HW=5.50' (Free Discharge) 2=Culvert (Barrel Controls 19.85 cfs @ 3.65 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=257.500 ac Peak Elev=5.50' Storage=4.596 af 23.19 cfs 19.82 cfs19.82 cfs 0.00 cfs NOAA10 24-hr C 100 Year Rainfall=7.41"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 56HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.09 0.005 2.22 0.00 0.00 0.00 14.00 0.30 0.020 2.64 0.17 0.17 0.00 15.00 0.74 0.030 2.85 0.61 0.61 0.00 16.00 1.31 0.042 3.03 1.10 1.10 0.00 17.00 2.06 0.059 3.18 1.84 1.84 0.00 18.00 3.10 0.082 3.36 2.79 2.79 0.00 19.00 4.33 0.112 3.53 3.91 3.91 0.00 20.00 5.91 0.151 3.73 5.37 5.37 0.00 21.00 7.77 0.206 3.92 6.98 6.98 0.00 22.00 9.80 0.285 4.11 8.71 8.71 0.00 23.00 11.91 0.387 4.29 10.52 10.52 0.00 24.00 13.99 0.518 4.45 12.24 12.24 0.00 25.00 16.05 0.692 4.57 13.60 13.60 0.00 26.00 17.82 0.916 4.69 14.87 14.87 0.00 27.00 19.41 1.180 4.80 15.49 15.49 0.00 28.00 20.74 1.636 4.94 14.89 14.89 0.00 29.00 21.79 2.114 5.06 16.11 16.11 0.00 30.00 22.63 2.580 5.17 17.07 17.07 0.00 31.00 22.99 3.020 5.26 17.87 17.87 0.00 32.00 23.14 3.427 5.33 18.46 18.46 0.00 33.00 23.15 3.794 5.39 18.97 18.97 0.00 34.00 22.70 4.106 5.44 19.31 19.31 0.00 35.00 22.08 4.353 5.47 19.57 19.57 0.00 36.00 21.29 4.520 5.49 19.74 19.74 0.00 37.00 20.08 4.594 5.50 19.82 19.82 0.00 38.00 18.83 4.565 5.50 19.79 19.79 0.00 39.00 17.54 4.437 5.48 19.66 19.66 0.00 40.00 16.21 4.216 5.45 19.43 19.43 0.00 41.00 14.89 3.908 5.41 19.11 19.11 0.00 42.00 13.63 3.527 5.34 18.60 18.60 0.00 43.00 12.44 3.092 5.27 17.97 17.97 0.00 44.00 11.30 2.619 5.17 17.15 17.15 0.00 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 57HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=5.00-44.00 hrs, dt=0.05 hrs, 781 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=257.500 ac 0.00% Impervious Runoff Depth>2.74"Subcatchment 3S: Basin 3 Tc=1,410.0 min CN=52 Runoff=37.67 cfs 58.737 af Peak Elev=6.56' Storage=14.891 af Inflow=37.67 cfs 58.737 afPond 5P: Weir Road Culvert (Existing) Primary=26.69 cfs 45.515 af Secondary=0.00 cfs 0.000 af Outflow=26.69 cfs 45.515 af Total Runoff Area = 257.500 ac Runoff Volume = 58.737 af Average Runoff Depth = 2.74" 100.00% Pervious = 257.500 ac 0.00% Impervious = 0.000 ac NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 58HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Basin 3 Runoff = 37.67 cfs @ 31.36 hrs, Volume= 58.737 af, Depth> 2.74" Routed to Pond 5P : Weir Road Culvert (Existing) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs NOAA10 24-hr C 500 Year Rainfall=9.39" Area (ac) CN Description * 257.500 52 257.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1,410.0 Direct Entry, Subsurface Flowrate Subcatchment 3S: Basin 3 Runoff Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA10 24-hr C 500 Year Rainfall=9.39" Runoff Area=257.500 ac Runoff Volume=58.737 af Runoff Depth>2.74" Tc=1,410.0 min CN=52 37.67 cfs NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 59HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Basin 3 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.67 0.00 0.00 5.50 0.77 0.00 0.00 6.00 0.87 0.00 0.00 6.50 0.98 0.00 0.00 7.00 1.09 0.00 0.00 7.50 1.21 0.00 0.00 8.00 1.33 0.00 0.00 8.50 1.46 0.00 0.00 9.00 1.59 0.00 0.00 9.50 1.78 0.00 0.00 10.00 1.98 0.00 0.00 10.50 2.18 0.01 0.00 11.00 2.51 0.04 0.00 11.50 2.95 0.12 0.00 12.00 4.41 0.56 0.00 12.50 6.44 1.53 0.00 13.00 6.88 1.78 0.17 13.50 7.21 1.97 0.36 14.00 7.41 2.09 0.54 14.50 7.61 2.22 0.92 15.00 7.80 2.33 1.35 15.50 7.93 2.42 1.78 16.00 8.06 2.50 2.36 16.50 8.18 2.58 3.02 17.00 8.30 2.66 3.67 17.50 8.41 2.73 4.51 18.00 8.52 2.80 5.49 18.50 8.62 2.87 6.47 19.00 8.72 2.93 7.61 19.50 8.81 2.99 8.96 20.00 8.89 3.05 10.32 20.50 8.97 3.11 11.77 21.00 9.05 3.16 13.49 21.50 9.12 3.20 15.21 22.00 9.18 3.25 16.93 22.50 9.24 3.29 18.69 23.00 9.30 3.33 20.44 23.50 9.35 3.36 22.19 24.00 9.39 3.39 23.86 24.50 9.39 3.39 25.52 25.00 9.39 3.39 27.19 25.50 9.39 3.39 28.59 26.00 9.39 3.39 29.96 26.50 9.39 3.39 31.33 27.00 9.39 3.39 32.43 27.50 9.39 3.39 33.43 28.00 9.39 3.39 34.43 28.50 9.39 3.39 35.26 29.00 9.39 3.39 35.97 29.50 9.39 3.39 36.69 30.00 9.39 3.39 37.16 30.50 9.39 3.39 37.35 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 31.00 9.39 3.39 37.54 31.50 9.39 3.39 37.66 32.00 9.39 3.39 37.61 32.50 9.39 3.39 37.57 33.00 9.39 3.39 37.44 33.50 9.39 3.39 37.02 34.00 9.39 3.39 36.59 34.50 9.39 3.39 36.15 35.00 9.39 3.39 35.44 35.50 9.39 3.39 34.74 36.00 9.39 3.39 34.03 36.50 9.39 3.39 33.00 37.00 9.39 3.39 31.95 37.50 9.39 3.39 30.90 38.00 9.39 3.39 29.83 38.50 9.39 3.39 28.76 39.00 9.39 3.39 27.68 39.50 9.39 3.39 26.61 40.00 9.39 3.39 25.53 40.50 9.39 3.39 24.45 41.00 9.39 3.39 23.41 41.50 9.39 3.39 22.41 42.00 9.39 3.39 21.40 42.50 9.39 3.39 20.43 43.00 9.39 3.39 19.51 43.50 9.39 3.39 18.60 44.00 9.39 3.39 17.71 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 60HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: Weir Road Culvert (Existing) Inflow Area = 257.500 ac, 0.00% Impervious, Inflow Depth > 2.74" for 500 Year event Inflow = 37.67 cfs @ 31.36 hrs, Volume= 58.737 af Outflow = 26.69 cfs @ 39.46 hrs, Volume= 45.515 af, Atten= 29%, Lag= 485.9 min Primary = 26.69 cfs @ 39.46 hrs, Volume= 45.515 af Routed to Pond 2P : N. Dennis Road Culvert Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 2P : N. Dennis Road Culvert Routing by Stor-Ind method, Time Span= 5.00-44.00 hrs, dt= 0.05 hrs Starting Elev= 1.73' Storage= 0.004 af Peak Elev= 6.56' @ 39.46 hrs Storage= 14.891 af (14.887 af above start) Plug-Flow detention time= 217.1 min calculated for 45.453 af (77% of inflow) Center-of-Mass det. time= 66.3 min ( 1,972.0 - 1,905.7 ) Volume Invert Avail.Storage Storage Description #1 0.75' 1,703.705 af Custom Stage Data Listed below NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 61HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (acre-feet) 0.75 0.000 2.37 0.006 2.99 0.037 3.38 0.084 3.70 0.143 3.95 0.215 4.16 0.309 4.32 0.406 4.45 0.515 4.56 0.663 4.66 0.858 4.78 1.135 4.89 1.458 5.10 2.262 5.25 2.982 5.40 3.843 5.69 5.953 6.01 8.866 6.35 12.392 6.72 16.790 7.06 21.288 7.37 25.939 7.69 31.123 8.00 36.914 8.27 42.511 8.59 49.833 8.97 59.324 9.76 80.189 10.53 102.909 11.55 134.847 12.63 170.744 13.71 208.536 14.78 247.338 15.71 282.953 16.68 321.022 17.65 360.826 18.60 401.326 19.58 444.168 20.62 490.608 23.76 634.361 26.27 751.549 29.05 882.887 35.43 1,187.207 45.22 1,655.779 46.22 1,703.705 Device Routing Invert Outlet Devices #1 Secondary 10.70'202.3' long x 28.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 62HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC #2 Primary 2.53'38.4" W x 30.0" H Box Culvert w/ 9.6" inside fill L= 37.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 1.73' / 1.70' S= 0.0008 '/' Cc= 0.900 n= 0.045, Flow Area= 5.44 sf Primary OutFlow Max=26.71 cfs @ 39.46 hrs HW=6.56' (Free Discharge) 2=Culvert (Barrel Controls 26.71 cfs @ 4.91 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1.73' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Weir Road Culvert (Existing) Inflow Outflow Primary Secondary Hydrograph Time (hours) 444342414039383736353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=257.500 ac Peak Elev=6.56' Storage=14.891 af 37.67 cfs 26.69 cfs26.69 cfs 0.00 cfs NOAA10 24-hr C 500 Year Rainfall=9.39"B5091-001_Existing Printed 6/4/2024Prepared by Tighe & Bond Page 63HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Weir Road Culvert (Existing) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0.004 1.73 0.00 0.00 0.00 6.00 0.00 0.004 1.73 0.00 0.00 0.00 7.00 0.00 0.004 1.73 0.00 0.00 0.00 8.00 0.00 0.004 1.73 0.00 0.00 0.00 9.00 0.00 0.004 1.73 0.00 0.00 0.00 10.00 0.00 0.004 1.73 0.00 0.00 0.00 11.00 0.00 0.004 1.73 0.00 0.00 0.00 12.00 0.00 0.004 1.73 0.00 0.00 0.00 13.00 0.17 0.007 2.39 0.00 0.00 0.00 14.00 0.54 0.025 2.75 0.41 0.41 0.00 15.00 1.35 0.042 3.03 1.08 1.08 0.00 16.00 2.36 0.064 3.21 2.02 2.02 0.00 17.00 3.67 0.094 3.44 3.25 3.25 0.00 18.00 5.49 0.137 3.67 4.90 4.90 0.00 19.00 7.61 0.196 3.89 6.70 6.70 0.00 20.00 10.32 0.294 4.13 8.90 8.90 0.00 21.00 13.49 0.439 4.36 11.25 11.25 0.00 22.00 16.93 0.671 4.56 13.48 13.48 0.00 23.00 20.44 1.023 4.73 15.42 15.42 0.00 24.00 23.86 1.620 4.93 14.85 14.85 0.00 25.00 27.19 2.420 5.13 16.78 16.78 0.00 26.00 29.96 3.330 5.31 18.32 18.32 0.00 27.00 32.43 4.347 5.47 19.56 19.56 0.00 28.00 34.43 5.447 5.62 20.70 20.70 0.00 29.00 35.97 6.604 5.76 21.72 21.72 0.00 30.00 37.16 7.802 5.89 22.60 22.60 0.00 31.00 37.54 8.985 6.02 23.46 23.46 0.00 32.00 37.61 10.127 6.13 24.15 24.15 0.00 33.00 37.44 11.208 6.24 24.80 24.80 0.00 34.00 36.59 12.194 6.33 25.37 25.37 0.00 35.00 35.44 13.060 6.41 25.81 25.81 0.00 36.00 34.03 13.782 6.47 26.16 26.16 0.00 37.00 31.95 14.336 6.51 26.43 26.43 0.00 38.00 29.83 14.698 6.54 26.60 26.60 0.00 39.00 27.68 14.872 6.56 26.68 26.68 0.00 40.00 25.53 14.865 6.56 26.68 26.68 0.00 41.00 23.41 14.684 6.54 26.59 26.59 0.00 42.00 21.40 14.344 6.51 26.43 26.43 0.00 43.00 19.51 13.858 6.47 26.20 26.20 0.00 44.00 17.71 13.242 6.42 25.90 25.90 0.00 Tighe&Bond ATTACHMENT C HEC-RAS Hydraulic Model Results TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 1 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1203 100%MLLW Existing_MLLW 1 3.09 3.28 3.31 0.027829 1.31 0.77 6.63 0.68 1203 100%MHHW Existing_MHHW 1 3.09 3.28 3.31 0.027829 1.31 0.77 6.63 0.68 1203 100%MHHW+SLR Existing_MHHW+SLR 1 3.09 5.31 5.31 0 0.01 206.58 395.1 0 1203 2%Mixed Existing_Mixed 2.5 3.09 6.35 6.35 0 0.01 749.76 613.97 0 1203 2%Mixed+SLR Existing_Mixed+SLR 2.5 3.09 13.7 13.7 0 0 5883.6 792 0 1203 50%MLLW Existing_MLLW 2.5 3.09 3.61 3.62 0.001789 0.69 3.62 10.32 0.21 1203 50%MHHW Existing_MHHW 2.5 3.09 3.61 3.62 0.00179 0.69 3.62 10.32 0.21 1203 50%MHHW+SLR Existing_MHHW+SLR 2.5 3.09 5.35 5.35 0 0.03 222.28 410.93 0 1203 1%Mixed Existing_Mixed 8.7 3.09 5.36 5.36 0.000003 0.09 227.15 413.13 0.01 1203 1%Mixed+SLR Existing_Mixed+SLR 8.7 3.09 12.2 12.2 0 0 4712.5 768.69 0 1203 20%MLLW Existing_MLLW 5.5 3.09 4.06 4.06 0.000624 0.61 9.02 13.99 0.13 1203 20%MHHW Existing_MHHW 5.5 3.09 4.06 4.06 0.000624 0.61 9.02 13.99 0.13 1203 20%MHHW+SLR Existing_MHHW+SLR 5.5 3.09 5.52 5.52 0.000001 0.04 299.59 450.57 0.01 1203 0.5%Mixed Existing_Mixed 2.5 3.09 9.41 9.41 0 0 2718.5 683.04 0 1203 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 3.09 15.8 15.8 0 0 7567.8 807.27 0 1203 10%MLLW Existing_MLLW 8.7 3.09 4.46 4.47 0.000324 0.57 16.41 38.51 0.1 1203 10%MHHW Existing_MHHW 8.7 3.09 4.46 4.46 0.000324 0.57 16.4 38.46 0.1 1203 10%MHHW+SLR Existing_MHHW+SLR 8.7 3.09 5.85 5.85 0.000001 0.04 460.13 535.71 0 1203 4%MLLW Existing_MLLW 13.9 3.09 5.16 5.16 0.00002 0.2 151.2 331.62 0.03 1203 4%MHHW Existing_MHHW 13.9 3.09 5.16 5.16 0.00002 0.2 151.17 331.6 0.03 1203 4%MHHW+SLR Existing_MHHW+SLR 13.9 3.09 6.69 6.69 0 0.03 963.22 622.04 0 1203 2%MLLW Existing_MLLW 18.2 3.09 5.9 5.9 0.000002 0.09 483.33 549.76 0.01 1203 2%MHHW Existing_MHHW 18.2 3.09 5.9 5.9 0.000002 0.09 483.26 549.72 0.01 1203 2%MHHW+SLR Existing_MHHW+SLR 18.2 3.09 6.88 6.88 0 0.04 1080.4 625.16 0 1203 1%MLLW Existing_MLLW 23.2 3.09 6.82 6.82 0 0.05 1043.1 624.17 0 1203 1%MHHW Existing_MHHW 23.2 3.09 6.83 6.83 0 0.05 1052.8 624.43 0 1203 1%MHHW+SLR Existing_MHHW+SLR 23.2 3.09 6.97 6.97 0 0.04 1139.6 626.73 0 1203 0.2%MLLW Existing_MLLW 37.7 3.09 7 7 0.000001 0.07 1156.1 627.17 0.01 1203 0.2%MHHW Existing_MHHW 37.7 3.09 7.06 7.06 0.000001 0.07 1193.9 628.06 0.01 1203 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 3.09 8.05 8.05 0 0.04 1824.8 640.31 0 1100 100%MLLW Existing_MLLW 1 2.31 3.26 3.27 0.000095 0.24 4.23 6.28 0.05 1100 100%MHHW Existing_MHHW 1 2.31 3.26 3.27 0.000095 0.24 4.23 6.28 0.05 1100 100%MHHW+SLR Existing_MHHW+SLR 1 2.31 5.31 5.31 0 0.01 295.9 447.51 0 1100 2%Mixed Existing_Mixed 2.5 2.31 6.35 6.35 0 0.01 796.67 499.87 0 1100 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.31 13.7 13.7 0 0 5243.3 660.26 0 1100 50%MLLW Existing_MLLW 2.5 2.31 3.57 3.57 0.000192 0.4 6.28 7.39 0.07 1100 50%MHHW Existing_MHHW 2.5 2.31 3.57 3.57 0.000192 0.4 6.28 7.39 0.07 1100 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.31 5.35 5.35 0 0.02 313.4 451.03 0 1100 1%Mixed Existing_Mixed 8.7 2.31 5.36 5.36 0.000002 0.07 318.64 452.77 0.01 1100 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.31 12.2 12.2 0 0 4255 655.51 0 1100 20%MLLW Existing_MLLW 5.5 2.31 4.02 4.02 0.000257 0.55 10.69 12.4 0.09 1100 20%MHHW Existing_MHHW 5.5 2.31 4.02 4.02 0.000257 0.55 10.69 12.4 0.09 1100 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.31 5.52 5.52 0 0.04 394.72 461.29 0 1100 0.5%Mixed Existing_Mixed 2.5 2.31 9.41 9.41 0 0 2477.6 614.93 0 1100 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.31 15.8 15.8 0 0 6630 660.26 0 1100 10%MLLW Existing_MLLW 8.7 2.31 4.43 4.44 0.000191 0.58 21.66 70.99 0.08 1100 10%MHHW Existing_MHHW 8.7 2.31 4.43 4.44 0.000191 0.58 21.65 70.95 0.08 1100 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.31 5.85 5.85 0 0.04 551.51 492.67 0 1100 4%MLLW Existing_MLLW 13.9 2.31 5.16 5.16 0.000011 0.18 228.99 438.31 0.02 1100 4%MHHW Existing_MHHW 13.9 2.31 5.16 5.16 0.000011 0.18 228.95 438.31 0.02 1100 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.31 6.69 6.69 0 0.03 969.95 504.44 0 1100 2%MLLW Existing_MLLW 18.2 2.31 5.9 5.9 0.000001 0.07 572.57 493.4 0.01 1100 2%MHHW Existing_MHHW 18.2 2.31 5.89 5.89 0.000001 0.07 572.51 493.4 0.01 1100 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.31 6.88 6.88 0 0.03 1065.1 507.47 0 1100 1%MLLW Existing_MLLW 23.2 2.31 6.82 6.82 0 0.04 1034.8 506.49 0 1100 1%MHHW Existing_MHHW 23.2 2.31 6.83 6.83 0 0.04 1042.6 506.75 0 1100 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.31 6.97 6.97 0 0.04 1113.2 509.66 0 1100 0.2%MLLW Existing_MLLW 37.7 2.31 7 7 0.000001 0.06 1126.5 510.27 0.01 1100 0.2%MHHW Existing_MHHW 37.7 2.31 7.06 7.06 0.000001 0.06 1157.3 511.67 0.01 1100 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.31 8.05 8.05 0 0.04 1683.6 550.43 0 1040 100%MLLW Existing_MLLW 1 2.39 3.26 3.26 0.000095 0.18 5.67 13.69 0.05 1040 100%MHHW Existing_MHHW 1 2.39 3.26 3.26 0.000095 0.18 5.67 13.69 0.05 1040 100%MHHW+SLR Existing_MHHW+SLR 1 2.39 5.31 5.31 0 0.01 203.8 347.68 0 1040 2%Mixed Existing_Mixed 2.5 2.39 6.35 6.35 0 0.01 655.86 466.96 0 1040 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.39 13.7 13.7 0 0 4553.1 568.99 0 1040 50%MLLW Existing_MLLW 2.5 2.39 3.56 3.57 0.000113 0.23 10.66 18.89 0.06 1040 50%MHHW Existing_MHHW 2.5 2.39 3.56 3.57 0.000113 0.23 10.66 18.89 0.06 1040 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.39 5.35 5.35 0 0.03 217.57 362.82 0 1040 1%Mixed Existing_Mixed 8.7 2.39 5.36 5.36 0.000003 0.1 221.74 366.73 0.01 1040 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.39 12.2 12.2 0 0.01 3706.3 561.1 0 1040 20%MLLW Existing_MLLW 5.5 2.39 4.01 4.01 0.000083 0.28 19.44 20.61 0.05 1040 20%MHHW Existing_MHHW 5.5 2.39 4.01 4.01 0.000083 0.28 19.44 20.61 0.05 1040 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.39 5.52 5.52 0.000001 0.05 285.6 402.47 0.01 1040 0.5%Mixed Existing_Mixed 2.5 2.39 9.41 9.41 0 0 2176.5 534.86 0 1040 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.39 15.8 15.8 0 0 5768.3 583 0 1040 10%MLLW Existing_MLLW 8.7 2.39 4.43 4.43 0.00006 0.3 30.45 47.49 0.05 1040 10%MHHW Existing_MHHW 8.7 2.39 4.43 4.43 0.00006 0.3 30.45 47.47 0.05 1040 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.39 5.85 5.85 0.000001 0.05 426.9 459.34 0.01 1040 4%MLLW Existing_MLLW 13.9 2.39 5.16 5.16 0.000015 0.2 154.18 297.99 0.02 1040 4%MHHW Existing_MHHW 13.9 2.39 5.15 5.16 0.000015 0.2 154.15 297.96 0.02 1040 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.39 6.69 6.69 0 0.04 817.59 469.99 0 1040 2%MLLW Existing_MLLW 18.2 2.39 5.89 5.89 0.000003 0.11 446.48 460.37 0.01 1040 2%MHHW Existing_MHHW 18.2 2.39 5.89 5.89 0.000003 0.11 446.42 460.37 0.01 1040 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.39 6.88 6.88 0 0.05 906.06 471.44 0 1040 1%MLLW Existing_MLLW 23.2 2.39 6.82 6.82 0.000001 0.07 877.89 470.98 0.01 1040 1%MHHW Existing_MHHW 23.2 2.39 6.83 6.83 0.000001 0.06 885.23 471.1 0.01 1040 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.39 6.97 6.97 0.000001 0.06 950.68 472.16 0.01 1040 0.2%MLLW Existing_MLLW 37.7 2.39 7 7 0.000001 0.1 963.05 472.37 0.01 1040 0.2%MHHW Existing_MHHW 37.7 2.39 7.06 7.06 0.000001 0.09 991.49 472.85 0.01 1040 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.39 8.05 8.05 0 0.06 1470 497.21 0 891 100%MLLW Existing_MLLW 1 2.04 3.25 3.25 0.000035 0.16 6.42 10.03 0.03 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 2 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 891 100%MHHW Existing_MHHW 1 2.04 3.25 3.25 0.000035 0.16 6.42 10.03 0.03 891 100%MHHW+SLR Existing_MHHW+SLR 1 2.04 5.31 5.31 0 0.02 91.77 169.09 0 891 2%Mixed Existing_Mixed 2.5 2.04 6.35 6.35 0 0.01 388.91 339.51 0 891 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.04 13.7 13.7 0 0 3311.2 452.48 0 891 50%MLLW Existing_MLLW 2.5 2.04 3.55 3.55 0.000076 0.28 10.28 16.08 0.05 891 50%MHHW Existing_MHHW 2.5 2.04 3.55 3.55 0.000076 0.28 10.28 16.08 0.05 891 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.04 5.35 5.35 0.000001 0.05 98.69 190.38 0.01 891 1%Mixed Existing_Mixed 8.7 2.04 5.36 5.36 0.000009 0.18 100.73 193.99 0.02 891 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.04 12.2 12.2 0 0 2652 429.5 0 891 20%MLLW Existing_MLLW 5.5 2.04 4 4 0.000093 0.36 17.99 18.68 0.05 891 20%MHHW Existing_MHHW 5.5 2.04 4 4 0.000093 0.36 17.99 18.68 0.05 891 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.04 5.52 5.52 0.000002 0.09 137.19 237.55 0.01 891 0.5%Mixed Existing_Mixed 2.5 2.04 9.41 9.41 0 0 1506.9 391.07 0 891 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.04 15.8 15.8 0 0 4291.3 474 0 891 10%MLLW Existing_MLLW 8.7 2.04 4.42 4.42 0.000077 0.39 28.28 31.69 0.05 891 10%MHHW Existing_MHHW 8.7 2.04 4.42 4.42 0.000077 0.39 28.28 31.69 0.05 891 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.04 5.85 5.85 0.000002 0.09 226.05 298.18 0.01 891 4%MLLW Existing_MLLW 13.9 2.04 5.15 5.15 0.000039 0.35 70.02 118.72 0.04 891 4%MHHW Existing_MHHW 13.9 2.04 5.15 5.15 0.000039 0.35 70.01 118.7 0.04 891 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.04 6.69 6.69 0 0.05 506.82 343.89 0 891 2%MLLW Existing_MLLW 18.2 2.04 5.89 5.89 0.000007 0.17 238.61 299.82 0.02 891 2%MHHW Existing_MHHW 18.2 2.04 5.89 5.89 0.000007 0.17 238.57 299.8 0.02 891 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.04 6.88 6.88 0.000001 0.06 572.23 349.85 0.01 891 1%MLLW Existing_MLLW 23.2 2.04 6.82 6.82 0.000001 0.08 551.31 349.33 0.01 891 1%MHHW Existing_MHHW 23.2 2.04 6.83 6.83 0.000001 0.08 556.75 349.46 0.01 891 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.04 6.97 6.97 0.000001 0.07 605.35 350.68 0.01 891 0.2%MLLW Existing_MLLW 37.7 2.04 7 7 0.000002 0.11 614.48 350.89 0.01 891 0.2%MHHW Existing_MHHW 37.7 2.04 7.06 7.06 0.000002 0.11 635.61 351.39 0.01 891 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.04 8.05 8.05 0 0.06 993.88 369.97 0 798 100%MLLW Existing_MLLW 1 2.56 3.24 3.24 0.000254 0.31 3.26 7.07 0.08 798 100%MHHW Existing_MHHW 1 2.56 3.24 3.24 0.000254 0.31 3.26 7.07 0.08 798 100%MHHW+SLR Existing_MHHW+SLR 1 2.56 5.31 5.31 0 0.03 71.74 171.07 0 798 2%Mixed Existing_Mixed 2.5 2.56 6.35 6.35 0 0.02 315.79 275.31 0 798 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.56 13.7 13.7 0 0 3225.8 458.17 0 798 50%MLLW Existing_MLLW 2.5 2.56 3.53 3.54 0.000338 0.46 5.41 7.65 0.1 798 50%MHHW Existing_MHHW 2.5 2.56 3.53 3.54 0.000338 0.46 5.41 7.65 0.1 798 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.56 5.35 5.35 0.000002 0.06 78.41 172.32 0.01 798 1%Mixed Existing_Mixed 8.7 2.56 5.36 5.36 0.00002 0.22 80.01 172.62 0.03 798 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.56 12.2 12.2 0 0.01 2543.9 450.83 0 798 20%MLLW Existing_MLLW 5.5 2.56 3.98 3.98 0.000363 0.62 8.94 8.3 0.1 798 20%MHHW Existing_MHHW 5.5 2.56 3.98 3.98 0.000363 0.62 8.94 8.3 0.1 798 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.56 5.52 5.52 0.000004 0.1 109.64 181.13 0.01 798 0.5%Mixed Existing_Mixed 2.5 2.56 9.41 9.41 0 0 1354.6 393.77 0 798 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.56 15.8 15.8 0 0 4197.6 467.4 0 798 10%MLLW Existing_MLLW 8.7 2.56 4.4 4.41 0.000338 0.69 12.65 9.16 0.1 798 10%MHHW Existing_MHHW 8.7 2.56 4.4 4.41 0.000338 0.69 12.64 9.16 0.1 798 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.56 5.85 5.85 0.000003 0.09 182.04 255.94 0.01 798 4%MLLW Existing_MLLW 13.9 2.56 5.14 5.15 0.000136 0.54 44.6 146.79 0.07 798 4%MHHW Existing_MHHW 13.9 2.56 5.14 5.15 0.000136 0.54 44.58 146.77 0.07 798 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.56 6.69 6.69 0.000001 0.06 411.73 281.72 0.01 798 2%MLLW Existing_MLLW 18.2 2.56 5.89 5.89 0.000011 0.19 192.73 260.64 0.02 798 2%MHHW Existing_MHHW 18.2 2.56 5.89 5.89 0.000011 0.19 192.7 260.63 0.02 798 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.56 6.88 6.88 0.000001 0.07 464.92 284.42 0.01 798 1%MLLW Existing_MLLW 23.2 2.56 6.82 6.82 0.000002 0.1 447.91 283.49 0.01 798 1%MHHW Existing_MHHW 23.2 2.56 6.83 6.83 0.000002 0.09 452.33 283.71 0.01 798 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.56 6.97 6.97 0.000001 0.09 491.88 285.99 0.01 798 0.2%MLLW Existing_MLLW 37.7 2.56 7 7 0.000004 0.14 499.28 286.43 0.01 798 0.2%MHHW Existing_MHHW 37.7 2.56 7.06 7.06 0.000003 0.13 516.64 290.49 0.01 798 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.56 8.05 8.05 0.000001 0.08 834.76 359.39 0.01 734 100%MLLW Existing_MLLW 1 2.27 3.24 3.24 0.000002 0.03 26.88 26.55 0.01 734 100%MHHW Existing_MHHW 1 2.27 3.24 3.24 0.000002 0.03 26.88 26.55 0.01 734 100%MHHW+SLR Existing_MHHW+SLR 1 2.27 5.31 5.31 0 0.01 99.83 77.96 0 734 2%Mixed Existing_Mixed 2.5 2.27 6.35 6.35 0 0.02 208.59 116.69 0 734 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.27 13.7 13.7 0 0 1923.1 301.74 0 734 50%MLLW Existing_MLLW 2.5 2.27 3.54 3.54 0.000004 0.06 34.86 27.93 0.01 734 50%MHHW Existing_MHHW 2.5 2.27 3.54 3.54 0.000004 0.06 34.86 27.93 0.01 734 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.27 5.35 5.35 0 0.02 102.92 81.9 0 734 1%Mixed Existing_Mixed 8.7 2.27 5.36 5.36 0.000003 0.09 103.68 83.93 0.01 734 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.27 12.2 12.2 0 0.01 1472.9 295.64 0 734 20%MLLW Existing_MLLW 5.5 2.27 3.98 3.98 0.000008 0.1 47.69 29.91 0.02 734 20%MHHW Existing_MHHW 5.5 2.27 3.98 3.98 0.000008 0.1 47.69 29.91 0.02 734 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.27 5.52 5.52 0.000001 0.05 119.17 99.3 0.01 734 0.5%Mixed Existing_Mixed 2.5 2.27 9.41 9.41 0 0.01 718.3 229.21 0 734 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.27 15.8 15.8 0 0 2556.8 301.74 0 734 10%MLLW Existing_MLLW 8.7 2.27 4.4 4.4 0.00001 0.13 60.83 32.05 0.02 734 10%MHHW Existing_MHHW 8.7 2.27 4.4 4.4 0.00001 0.13 60.83 32.05 0.02 734 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.27 5.85 5.85 0.000001 0.07 152.89 106.46 0.01 734 4%MLLW Existing_MLLW 13.9 2.27 5.14 5.14 0.000009 0.15 89.35 56.26 0.02 734 4%MHHW Existing_MHHW 13.9 2.27 5.14 5.14 0.000009 0.15 89.35 56.26 0.02 734 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.27 6.69 6.69 0.000001 0.08 250.71 127.21 0.01 734 2%MLLW Existing_MLLW 18.2 2.27 5.89 5.89 0.000005 0.14 157.29 107.8 0.01 734 2%MHHW Existing_MHHW 18.2 2.27 5.89 5.89 0.000005 0.14 157.28 107.8 0.01 734 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.27 6.88 6.88 0.000002 0.09 274.84 129.3 0.01 734 1%MLLW Existing_MLLW 23.2 2.27 6.82 6.82 0.000003 0.12 267.09 128.75 0.01 734 1%MHHW Existing_MHHW 23.2 2.27 6.83 6.83 0.000003 0.12 269.1 128.9 0.01 734 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.27 6.97 6.97 0.000002 0.11 287.09 130.1 0.01 734 0.2%MLLW Existing_MLLW 37.7 2.27 7 7 0.000006 0.18 290.41 130.31 0.02 734 0.2%MHHW Existing_MHHW 37.7 2.27 7.06 7.06 0.000006 0.18 298.28 130.8 0.02 734 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.27 8.05 8.05 0.000002 0.12 441.31 168.91 0.01 729 100%MLLW Existing_MLLW 1 2.26 3.24 2.48 3.24 0.000077 0.23 4.28 26.75 0.05 729 100%MHHW Existing_MHHW 1 2.26 3.24 2.48 3.24 0.000077 0.23 4.28 26.75 0.05 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 3 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 729 100%MHHW+SLR Existing_MHHW+SLR 1 2.26 5.31 2.48 5.31 0.000001 0.06 16.9 53.35 0.01 729 2%Mixed Existing_Mixed 2.5 2.26 6.35 2.6 6.35 0.000002 0.11 23.33 66.67 0.01 729 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.26 13.7 2.6 13.7 0 0 1395.1 227.52 0 729 50%MLLW Existing_MLLW 2.5 2.26 3.53 2.6 3.54 0.000174 0.42 5.96 28.22 0.07 729 50%MHHW Existing_MHHW 2.5 2.26 3.53 2.6 3.54 0.000174 0.42 5.96 28.22 0.07 729 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.26 5.35 2.6 5.35 0.000006 0.15 17.14 53.6 0.02 729 1%Mixed Existing_Mixed 8.7 2.26 5.35 2.87 5.35 0.000069 0.51 17.16 53.63 0.05 729 1%Mixed+SLR Existing_Mixed+SLR 8.7 2.26 12.2 2.87 12.2 0 0.01 1056.2 221.76 0 729 20%MLLW Existing_MLLW 5.5 2.26 3.97 2.75 3.98 0.000272 0.64 8.62 30.33 0.1 729 20%MHHW Existing_MHHW 5.5 2.26 3.97 2.75 3.98 0.000272 0.64 8.62 30.33 0.1 729 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.26 5.52 2.75 5.52 0.000022 0.3 18.23 54.68 0.03 729 0.5%Mixed Existing_Mixed 2.5 2.26 9.41 2.6 9.41 0 0.01 497.58 153.23 0 729 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.26 15.8 2.6 15.8 0 0 1873 227.52 0 729 10%MLLW Existing_MLLW 8.7 2.26 4.39 2.87 4.4 0.000282 0.77 11.23 32.2 0.1 729 10%MHHW Existing_MHHW 8.7 2.26 4.39 2.87 4.4 0.000283 0.78 11.23 32.2 0.1 729 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.26 5.85 2.87 5.85 0.00004 0.43 20.25 57.64 0.04 729 4%MLLW Existing_MLLW 13.9 2.26 5.13 3.04 5.14 0.000232 0.88 15.78 52.05 0.1 729 4%MHHW Existing_MHHW 13.9 2.26 5.13 3.04 5.14 0.000232 0.88 15.78 52.05 0.1 729 4%MHHW+SLR Existing_MHHW+SLR 13.9 2.26 6.68 3.04 6.69 0.000047 0.55 25.44 75.39 0.05 729 2%MLLW Existing_MLLW 18.2 2.26 5.88 3.16 5.89 0.000168 0.89 20.43 58.11 0.09 729 2%MHHW Existing_MHHW 18.2 2.26 5.88 3.16 5.89 0.000168 0.89 20.43 58.1 0.09 729 2%MHHW+SLR Existing_MHHW+SLR 18.2 2.26 6.88 3.16 6.88 0.000002 0.12 199.03 79.92 0.01 729 1%MLLW Existing_MLLW 23.2 2.26 6.82 3.29 6.82 0.000004 0.15 194.26 78.95 0.01 729 1%MHHW Existing_MHHW 23.2 2.26 6.83 3.29 6.83 0.000004 0.15 195.49 79.2 0.01 729 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.26 6.97 3.29 6.97 0.000004 0.15 206.65 81.45 0.01 729 0.2%MLLW Existing_MLLW 37.7 2.26 7 3.61 7 0.000009 0.23 208.73 84.08 0.02 729 0.2%MHHW Existing_MHHW 37.7 2.26 7.06 3.61 7.06 0.000009 0.23 214.01 91.96 0.02 729 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 2.26 8.05 3.61 8.05 0.000003 0.16 319.66 115.16 0.01 721 100%MLLW Existing_MLLW 1 0.39 1.93 721 100%MHHW Existing_MHHW 1 0.39 1.93 721 100%MHHW+SLR Existing_MHHW+SLR 1 0.32 0.32 721 2%Mixed Existing_Mixed 2.5 0.79 0.79 721 2%Mixed+SLR Existing_Mixed+SLR 2.5 0.1 0.1 721 50%MLLW Existing_MLLW 2.5 0.83 2.36 721 50%MHHW Existing_MHHW 2.5 0.83 2.36 721 50%MHHW+SLR Existing_MHHW+SLR 2.5 0.79 0.79 721 1%Mixed Existing_Mixed 8.7 2.76 2.76 721 1%Mixed+SLR Existing_Mixed+SLR 8.7 0.11 0.11 721 20%MLLW Existing_MLLW 5.5 1.74 3.04 721 20%MHHW Existing_MHHW 5.5 1.74 3.04 721 20%MHHW+SLR Existing_MHHW+SLR 5.5 1.74 1.74 721 0.5%Mixed Existing_Mixed 2.5 0.08 0.08 721 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 0.13 0.13 721 10%MLLW Existing_MLLW 8.7 2.76 3.67 721 10%MHHW Existing_MHHW 8.7 2.76 3.67 721 10%MHHW+SLR Existing_MHHW+SLR 8.7 2.76 2.76 721 4%MLLW Existing_MLLW 13.9 4.41 4.61 721 4%MHHW Existing_MHHW 13.9 4.41 4.61 721 4%MHHW+SLR Existing_MHHW+SLR 13.9 4.41 4.41 721 2%MLLW Existing_MLLW 18.2 5.77 5.77 721 2%MHHW Existing_MHHW 18.2 5.77 5.77 721 2%MHHW+SLR Existing_MHHW+SLR 18.2 3.9 3.9 721 1%MLLW Existing_MLLW 23.2 7.04 7.04 721 1%MHHW Existing_MHHW 23.2 7.08 7.08 721 1%MHHW+SLR Existing_MHHW+SLR 23.2 2.14 2.14 721 0.2%MLLW Existing_MLLW 37.7 4.68 4.68 721 0.2%MHHW Existing_MHHW 37.7 4.86 4.86 721 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 0.39 0.39 709 100%MLLW Existing_MLLW 1 1.19 3.16 1.37 3.16 0.000001 0.04 23.56 29.95 0.01 709 100%MHHW Existing_MHHW 1 1.19 3.16 1.37 3.16 0.000001 0.04 23.56 29.95 0.01 709 100%MHHW+SLR Existing_MHHW+SLR 1 1.19 5.3 1.37 5.3 0 0.02 68.26 35.79 0 709 2%Mixed Existing_Mixed 2.5 1.19 6.32 1.51 6.32 0 0.03 91.7 38.44 0 709 2%Mixed+SLR Existing_Mixed+SLR 2.5 1.19 13.7 1.51 13.7 0 0 1166.9 197.9 0 709 50%MLLW Existing_MLLW 2.5 1.19 3.41 1.51 3.41 0.000005 0.09 28.47 30.74 0.01 709 50%MHHW Existing_MHHW 2.5 1.19 3.41 1.51 3.41 0.000005 0.09 28.47 30.74 0.01 709 50%MHHW+SLR Existing_MHHW+SLR 2.5 1.19 5.32 1.51 5.32 0 0.04 68.71 35.84 0 709 1%Mixed Existing_Mixed 8.7 1.19 5.09 1.85 5.09 0.000005 0.14 63.53 35.24 0.01 709 1%Mixed+SLR Existing_Mixed+SLR 8.7 1.19 12.2 1.85 12.2 0 0.02 874.37 188.55 0 709 20%MLLW Existing_MLLW 5.5 1.19 3.76 1.73 3.76 0.000012 0.16 35.35 31.7 0.02 709 20%MHHW Existing_MHHW 5.5 1.19 3.76 1.73 3.76 0.000012 0.16 35.35 31.7 0.02 709 20%MHHW+SLR Existing_MHHW+SLR 5.5 1.19 5.42 1.73 5.42 0.000001 0.08 70.8 36.08 0.01 709 0.5%Mixed Existing_Mixed 2.5 1.19 9.41 1.51 9.41 0 0.01 418.7 128.73 0 709 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 1.19 15.8 1.51 15.8 0 0 1582.5 197.9 0 709 10%MLLW Existing_MLLW 8.7 1.19 4.03 1.85 4.03 0.000019 0.22 40.89 32.44 0.03 709 10%MHHW Existing_MHHW 8.7 1.19 4.03 1.85 4.03 0.000019 0.22 40.89 32.44 0.03 709 10%MHHW+SLR Existing_MHHW+SLR 8.7 1.19 5.59 1.85 5.59 0.000003 0.12 74.63 36.52 0.01 709 4%MLLW Existing_MLLW 13.9 1.19 4.43 2 4.43 0.000027 0.29 49.23 33.54 0.03 709 4%MHHW Existing_MHHW 13.9 1.19 4.43 2 4.43 0.000027 0.29 49.24 33.54 0.03 709 4%MHHW+SLR Existing_MHHW+SLR 13.9 1.19 6.02 2 6.02 0.000005 0.18 84.49 37.64 0.02 709 2%MLLW Existing_MLLW 18.2 1.19 4.74 2.09 4.74 0.000031 0.34 55.78 34.33 0.04 709 2%MHHW Existing_MHHW 18.2 1.19 4.74 2.09 4.74 0.000031 0.34 55.78 34.33 0.04 709 2%MHHW+SLR Existing_MHHW+SLR 18.2 1.19 6.35 2.09 6.35 0.000007 0.21 92.38 38.52 0.02 709 1%MLLW Existing_MLLW 23.2 1.19 5.1 2.18 5.1 0.000033 0.38 63.76 35.27 0.04 709 1%MHHW Existing_MHHW 23.2 1.19 5.1 2.18 5.1 0.000033 0.38 63.72 35.26 0.04 709 1%MHHW+SLR Existing_MHHW+SLR 23.2 1.19 6.81 2.18 6.81 0.000003 0.16 171.92 61.73 0.01 709 0.2%MLLW Existing_MLLW 37.7 1.19 6.24 2.36 6.24 0.000031 0.45 89.75 38.23 0.04 709 0.2%MHHW Existing_MHHW 37.7 1.19 6.24 2.36 6.24 0.000031 0.45 89.75 38.23 0.04 709 0.2%MHHW+SLR Existing_MHHW+SLR 37.7 1.19 8.05 2.36 8.05 0.000003 0.19 274.59 94.12 0.01 707 100%MLLW Existing_MLLW 1 2.01 3.16 1.03 3.16 0.000001 0.02 32.98 28.62 0 707 100%MHHW Existing_MHHW 1 2.01 3.16 1.03 3.16 0.000001 0.02 32.98 28.62 0 707 100%MHHW+SLR Existing_MHHW+SLR 1 2.01 5.3 1.03 5.3 0 0.01 97.69 35.18 0 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 4 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 707 2%Mixed Existing_Mixed 2.5 2.01 6.32 1.15 6.32 0 0.02 131.54 38.42 0 707 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.01 13.7 1.15 13.7 0 0 1043.7 189.42 0 707 50%MLLW Existing_MLLW 2.5 2.01 3.41 1.15 3.41 0.000003 0.05 40.19 29.36 0.01 707 50%MHHW Existing_MHHW 2.5 2.01 3.41 1.15 3.41 0.000003 0.05 40.19 29.36 0.01 707 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.01 5.32 1.15 5.32 0 0.03 98.35 35.24 0 707 1%Mixed Existing_Mixed 8.6 2.01 5.09 1.45 5.09 0.000002 0.09 90.87 34.49 0.01 707 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.01 12.2 1.45 12.2 0 0.02 766.08 171.95 0 707 20%MLLW Existing_MLLW 5.5 2.01 3.76 1.32 3.76 0.000006 0.1 50.18 30.25 0.01 707 20%MHHW Existing_MHHW 5.5 2.01 3.76 1.32 3.76 0.000006 0.1 50.19 30.25 0.01 707 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.01 5.42 1.32 5.42 0.000001 0.05 101.37 35.54 0.01 707 0.5%Mixed Existing_Mixed 2.5 2.01 9.41 1.15 9.41 0 0.01 280.69 102.48 0 707 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.01 15.8 1.15 15.8 0 0 1441.5 189.42 0 707 10%MLLW Existing_MLLW 8.6 2.01 4.03 1.45 4.03 0.000009 0.14 58.21 31.06 0.02 707 10%MHHW Existing_MHHW 8.6 2.01 4.03 1.45 4.03 0.000009 0.14 58.22 31.06 0.02 707 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.01 5.59 1.45 5.59 0.000001 0.08 106.89 36.08 0.01 707 4%MLLW Existing_MLLW 13.6 2.01 4.43 1.6 4.43 0.000013 0.19 70.26 32.37 0.02 707 4%MHHW Existing_MHHW 13.6 2.01 4.43 1.6 4.43 0.000013 0.19 70.27 32.37 0.02 707 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.01 6.02 1.6 6.02 0.000002 0.12 121.13 37.45 0.01 707 2%MLLW Existing_MLLW 16.5 2.01 4.74 1.66 4.74 0.000013 0.2 79.71 33.36 0.02 707 2%MHHW Existing_MHHW 16.5 2.01 4.74 1.66 4.74 0.000013 0.2 79.7 33.36 0.02 707 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.01 6.35 1.66 6.35 0.000003 0.13 132.53 38.51 0.01 707 1%MLLW Existing_MLLW 19.8 2.01 5.1 1.74 5.1 0.000012 0.22 91.22 34.53 0.02 707 1%MHHW Existing_MHHW 19.8 2.01 5.1 1.74 5.1 0.000012 0.22 91.17 34.52 0.02 707 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.01 6.81 1.74 6.81 0.000003 0.14 150.38 51.59 0.01 707 0.2%MLLW Existing_MLLW 26.7 2.01 6.24 1.88 6.24 0.000007 0.21 128.76 38.16 0.02 707 0.2%MHHW Existing_MHHW 26.7 2.01 6.24 1.88 6.24 0.000007 0.21 128.76 38.16 0.02 707 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.01 8.05 1.88 8.05 0.000002 0.15 209.87 78.95 0.01 669 100%MLLW Existing_MLLW 1 0.5 0.49 669 100%MHHW Existing_MHHW 1 0.5 0.49 669 100%MHHW+SLR Existing_MHHW+SLR 1 0.18 0.18 669 2%Mixed Existing_Mixed 2.5 0.46 0.46 669 2%Mixed+SLR Existing_Mixed+SLR 2.5 0.07 0.07 669 50%MLLW Existing_MLLW 2.5 0.9 0.91 669 50%MHHW Existing_MHHW 2.5 0.9 0.91 669 50%MHHW+SLR Existing_MHHW+SLR 2.5 0.46 0.46 669 1%Mixed Existing_Mixed 8.6 1.58 1.58 669 1%Mixed+SLR Existing_Mixed+SLR 8.6 0.09 0.09 669 20%MLLW Existing_MLLW 5.5 1.46 1.53 669 20%MHHW Existing_MHHW 5.5 1.46 1.53 669 20%MHHW+SLR Existing_MHHW+SLR 5.5 1.01 1.01 669 0.5%Mixed Existing_Mixed 2.5 0.46 0.46 669 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 0.07 0.07 669 10%MLLW Existing_MLLW 8.6 1.9 2.04 669 10%MHHW Existing_MHHW 8.6 1.9 2.04 669 10%MHHW+SLR Existing_MHHW+SLR 8.6 1.58 1.58 669 4%MLLW Existing_MLLW 13.6 2.5 2.7 669 4%MHHW Existing_MHHW 13.6 2.5 2.7 669 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.5 2.5 669 2%MLLW Existing_MLLW 16.5 3.03 3.03 669 2%MHHW Existing_MHHW 16.5 3.03 3.03 669 2%MHHW+SLR Existing_MHHW+SLR 16.5 3.03 3.03 669 1%MLLW Existing_MLLW 19.8 3.64 3.64 669 1%MHHW Existing_MHHW 19.8 3.64 3.64 669 1%MHHW+SLR Existing_MHHW+SLR 19.8 3.64 3.64 669 0.2%MLLW Existing_MLLW 26.7 4.91 4.91 669 0.2%MHHW Existing_MHHW 26.7 4.91 4.91 669 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 4.91 4.91 654 100%MLLW Existing_MLLW 1 2.02 3.14 2.3 3.14 0.000075 0.22 4.54 7.63 0.05 654 100%MHHW Existing_MHHW 1 2.02 3.14 2.3 3.14 0.000075 0.22 4.54 7.63 0.05 654 100%MHHW+SLR Existing_MHHW+SLR 1 2.02 5.3 2.3 5.3 0.000001 0.05 18.39 14.11 0.01 654 2%Mixed Existing_Mixed 2.5 2.02 6.31 2.47 6.31 0.000002 0.1 24.85 17.07 0.01 654 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.02 13.7 2.47 13.7 0 0.01 689.46 201.9 0 654 50%MLLW Existing_MLLW 2.5 2.02 3.35 2.47 3.35 0.000194 0.42 5.91 8.45 0.08 654 50%MHHW Existing_MHHW 2.5 2.02 3.35 2.47 3.35 0.000194 0.42 5.91 8.45 0.08 654 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.02 5.31 2.47 5.31 0.000004 0.14 18.45 14.14 0.01 654 1%Mixed Existing_Mixed 8.6 2.02 4.94 2.79 4.95 0.000081 0.53 16.1 13.06 0.06 654 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.02 12.2 2.79 12.2 0 0.04 413.12 160.25 0 654 20%MLLW Existing_MLLW 5.5 2.02 3.62 2.67 3.63 0.000402 0.72 7.62 9.33 0.12 654 20%MHHW Existing_MHHW 5.5 2.02 3.62 2.67 3.63 0.000402 0.72 7.62 9.33 0.12 654 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.02 5.36 2.67 5.36 0.00002 0.29 18.75 14.27 0.03 654 0.5%Mixed Existing_Mixed 2.5 2.02 9.4 2.47 9.4 0 0.06 44.62 39.37 0 654 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.02 15.8 2.47 15.8 0 0 1114.4 202.34 0 654 10%MLLW Existing_MLLW 8.6 2.02 3.81 2.79 3.83 0.000594 0.97 8.86 9.83 0.15 654 10%MHHW Existing_MHHW 8.6 2.02 3.81 2.79 3.83 0.000594 0.97 8.86 9.83 0.15 654 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.02 5.44 2.79 5.44 0.000045 0.45 19.28 14.51 0.05 654 4%MLLW Existing_MLLW 13.6 2.02 4.07 2.94 4.1 0.000839 1.29 10.52 10.52 0.18 654 4%MHHW Existing_MHHW 13.6 2.02 4.07 2.94 4.1 0.000842 1.29 10.51 10.52 0.18 654 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.02 5.65 2.94 5.66 0.000089 0.66 20.62 15.13 0.06 654 2%MLLW Existing_MLLW 16.5 2.02 4.2 3.02 4.23 0.000969 1.46 11.31 10.88 0.19 654 2%MHHW Existing_MHHW 16.5 2.02 4.2 3.02 4.23 0.000969 1.46 11.31 10.88 0.19 654 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.02 5.81 3.02 5.82 0.000111 0.76 21.66 15.6 0.07 654 1%MLLW Existing_MLLW 19.8 2.02 4.32 3.09 4.37 0.001104 1.63 12.13 11.25 0.21 654 1%MHHW Existing_MHHW 19.8 2.02 4.32 3.09 4.36 0.001107 1.63 12.12 11.25 0.21 654 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.02 6.04 3.09 6.05 0.000129 0.86 23.09 16.26 0.08 654 0.2%MLLW Existing_MLLW 26.7 2.02 4.83 3.24 4.88 0.000915 1.74 15.36 12.73 0.2 654 0.2%MHHW Existing_MHHW 26.7 2.02 4.83 3.24 4.88 0.000915 1.74 15.36 12.73 0.2 654 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.02 6.64 3.24 6.65 0.000141 0.99 26.92 18.02 0.09 640 100%MLLW Existing_MLLW 1 2.8 3.12 3.13 0.007687 0.99 1.01 4.88 0.39 640 100%MHHW Existing_MHHW 1 2.8 3.12 3.13 0.007687 0.99 1.01 4.88 0.39 640 100%MHHW+SLR Existing_MHHW+SLR 1 2.8 5.3 5.3 0 0.03 31.42 17.15 0 640 2%Mixed Existing_Mixed 2.5 2.8 6.31 6.31 0 0.04 188.86 307.82 0 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 5 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.8 13.7 13.7 0 0 2916.5 420.92 0 640 50%MLLW Existing_MLLW 2.5 2.8 3.32 3.34 0.005898 1.09 2.3 7.99 0.36 640 50%MHHW Existing_MHHW 2.5 2.8 3.32 3.34 0.005898 1.09 2.3 7.99 0.36 640 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.8 5.31 5.31 0.000003 0.08 31.59 17.17 0.01 640 1%Mixed Existing_Mixed 8.6 2.8 4.94 4.95 0.000065 0.34 25.44 16.32 0.05 640 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.8 12.2 12.2 0 0.01 2290.7 413.42 0 640 20%MLLW Existing_MLLW 5.5 2.8 3.6 3.61 0.002821 0.98 5.61 13.04 0.26 640 20%MHHW Existing_MHHW 5.5 2.8 3.6 3.61 0.002816 0.98 5.61 13.04 0.26 640 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.8 5.36 5.36 0.000013 0.17 32.39 17.28 0.02 640 0.5%Mixed Existing_Mixed 2.5 2.8 9.4 9.4 0 0.01 1211.8 365.67 0 640 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.8 15.8 15.8 0 0 3803.8 422.62 0 640 10%MLLW Existing_MLLW 8.6 2.8 3.8 3.81 0.002042 1.04 8.25 13.63 0.24 640 10%MHHW Existing_MHHW 8.6 2.8 3.8 3.81 0.002038 1.04 8.26 13.63 0.24 640 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.8 5.44 5.44 0.000028 0.25 33.83 17.47 0.03 640 4%MLLW Existing_MLLW 13.6 2.8 4.06 4.08 0.001616 1.14 11.92 14.25 0.22 640 4%MHHW Existing_MHHW 13.6 2.8 4.06 4.08 0.001625 1.14 11.9 14.25 0.22 640 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.8 5.65 5.65 0.000051 0.36 38.65 36.45 0.04 640 2%MLLW Existing_MLLW 16.5 2.8 4.19 4.21 0.001535 1.2 13.73 14.55 0.22 640 2%MHHW Existing_MHHW 16.5 2.8 4.19 4.21 0.001536 1.2 13.73 14.55 0.22 640 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.8 5.82 5.82 0.000059 0.4 52.54 140.39 0.05 640 1%MLLW Existing_MLLW 19.8 2.8 4.32 4.34 0.00148 1.27 15.65 14.85 0.22 640 1%MHHW Existing_MHHW 19.8 2.8 4.31 4.34 0.001487 1.27 15.62 14.85 0.22 640 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.8 6.04 6.04 0.000054 0.4 106.57 292.04 0.05 640 0.2%MLLW Existing_MLLW 26.7 2.8 4.83 4.85 0.000777 1.13 23.61 16.05 0.16 640 0.2%MHHW Existing_MHHW 26.7 2.8 4.83 4.85 0.000777 1.13 23.61 16.05 0.16 640 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.8 6.64 6.64 0.000022 0.3 291.29 313 0.03 620 100%MLLW Existing_MLLW 1 2.66 3.1 3.1 0.000594 0.35 2.84 9.59 0.11 620 100%MHHW Existing_MHHW 1 2.66 3.1 3.1 0.000594 0.35 2.84 9.59 0.11 620 100%MHHW+SLR Existing_MHHW+SLR 1 2.66 5.3 5.3 0 0.04 30.52 54.71 0 620 2%Mixed Existing_Mixed 2.5 2.66 6.31 6.31 0 0.04 323.12 396.54 0 620 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.66 13.7 13.7 0 0 4019 555.21 0 620 50%MLLW Existing_MLLW 2.5 2.66 3.3 3.31 0.000661 0.51 4.87 9.89 0.13 620 50%MHHW Existing_MHHW 2.5 2.66 3.3 3.31 0.000661 0.51 4.87 9.89 0.13 620 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.66 5.31 5.31 0.000003 0.1 31.08 57.59 0.01 620 1%Mixed Existing_Mixed 8.6 2.66 4.94 4.94 0.000058 0.39 23.05 12.23 0.05 620 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.66 12.2 12.2 0 0.01 3186.1 555.21 0 620 20%MLLW Existing_MLLW 5.5 2.66 3.58 3.58 0.000782 0.72 7.63 10.28 0.15 620 20%MHHW Existing_MHHW 5.5 2.66 3.58 3.58 0.000781 0.72 7.63 10.28 0.15 620 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.66 5.36 5.36 0.000013 0.21 34.13 83.68 0.02 620 0.5%Mixed Existing_Mixed 2.5 2.66 9.4 9.4 0 0.01 1741.1 485.77 0 620 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.66 15.8 15.8 0 0 5184.9 555.21 0 620 10%MLLW Existing_MLLW 8.6 2.66 3.77 3.79 0.000885 0.89 9.69 10.57 0.16 620 10%MHHW Existing_MHHW 8.6 2.66 3.77 3.79 0.000884 0.89 9.69 10.57 0.16 620 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.66 5.44 5.44 0.000027 0.31 43.17 139.31 0.03 620 4%MLLW Existing_MLLW 13.6 2.66 4.04 4.05 0.000967 1.1 12.51 10.97 0.18 620 4%MHHW Existing_MHHW 13.6 2.66 4.03 4.05 0.000972 1.1 12.49 10.96 0.18 620 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.66 5.65 5.65 0.000045 0.42 83.92 251.68 0.04 620 2%MLLW Existing_MLLW 16.5 2.66 4.16 4.18 0.001021 1.2 13.88 11.16 0.18 620 2%MHHW Existing_MHHW 16.5 2.66 4.16 4.18 0.001021 1.2 13.88 11.16 0.18 620 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.66 5.81 5.82 0.000044 0.43 134.9 351.96 0.04 620 1%MLLW Existing_MLLW 19.8 2.66 4.29 4.32 0.001078 1.32 15.33 11.36 0.19 620 1%MHHW Existing_MHHW 19.8 2.66 4.29 4.31 0.001083 1.32 15.31 11.36 0.19 620 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.66 6.04 6.04 0.000033 0.39 217.52 376.86 0.04 620 0.2%MLLW Existing_MLLW 26.7 2.66 4.81 4.84 0.000698 1.3 21.44 12.06 0.16 620 0.2%MHHW Existing_MHHW 26.7 2.66 4.81 4.84 0.000698 1.3 21.44 12.06 0.16 620 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.66 6.64 6.64 0.000013 0.28 459.76 429.66 0.02 575 100%MLLW Existing_MLLW 1 2.67 2.9 2.9 2.98 0.058937 2.32 0.43 2.69 1.02 575 100%MHHW Existing_MHHW 1 2.67 2.9 2.9 2.98 0.058937 2.32 0.43 2.69 1.02 575 100%MHHW+SLR Existing_MHHW+SLR 1 2.67 5.3 2.9 5.3 0.000002 0.07 17.13 391.21 0.01 575 2%Mixed Existing_Mixed 2.5 2.67 6.31 3.04 6.31 0.000003 0.11 28.9 771.66 0.01 575 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.67 13.7 3.04 13.7 0 0 6999.7 888.38 0 575 50%MLLW Existing_MLLW 2.5 2.67 3.04 3.04 3.17 0.05036 2.9 0.86 3.38 1.01 575 50%MHHW Existing_MHHW 2.5 2.67 3.04 3.04 3.17 0.05036 2.9 0.86 3.38 1.01 575 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.67 5.31 3.04 5.31 0.00001 0.17 17.23 404.91 0.02 575 1%Mixed Existing_Mixed 8.6 2.67 4.93 3.37 4.94 0.000234 0.71 13.45 132.13 0.09 575 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.67 12.2 3.37 12.2 0 0.01 5667.1 888.38 0 575 20%MLLW Existing_MLLW 5.5 2.67 3.23 3.23 3.42 0.045588 3.49 1.57 7.05 1.02 575 20%MHHW Existing_MHHW 5.5 2.67 3.23 3.23 3.42 0.045588 3.49 1.57 7.05 1.02 575 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.67 5.35 3.23 5.36 0.000047 0.36 17.68 431.02 0.04 575 0.5%Mixed Existing_Mixed 2.5 2.67 9.4 3.04 9.4 0 0 3259 812.52 0 575 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.67 15.8 3.04 15.8 0 0 8865.4 888.38 0 575 10%MLLW Existing_MLLW 8.6 2.67 3.37 3.37 3.6 0.041103 3.84 2.24 11.1 1 575 10%MHHW Existing_MHHW 8.6 2.67 3.37 3.37 3.6 0.041103 3.84 2.24 11.1 1 575 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.67 5.43 3.37 5.44 0.000102 0.55 18.53 495.5 0.06 575 4%MLLW Existing_MLLW 13.6 2.67 3.55 3.55 3.84 0.039617 4.33 3.14 15.04 1.01 575 4%MHHW Existing_MHHW 13.6 2.67 3.55 3.55 3.84 0.039617 4.33 3.14 15.04 1.01 575 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.67 5.64 3.55 5.65 0.00019 0.79 20.78 627.22 0.09 575 2%MLLW Existing_MLLW 16.5 2.67 3.63 3.63 3.96 0.038715 4.55 3.63 17.56 1.01 575 2%MHHW Existing_MHHW 16.5 2.67 3.63 3.63 3.96 0.038715 4.55 3.63 17.56 1.01 575 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.67 5.8 3.63 5.81 0.000226 0.9 22.64 692.78 0.1 575 1%MLLW Existing_MLLW 19.8 2.67 3.73 3.73 4.08 0.037001 4.72 4.2 21.45 1 575 1%MHHW Existing_MHHW 19.8 2.67 3.73 3.73 4.08 0.037001 4.72 4.2 21.45 1 575 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.67 6.02 3.73 6.03 0.000246 0.99 25.32 745.45 0.1 575 0.2%MLLW Existing_MLLW 26.7 2.67 4.64 3.89 4.75 0.004035 2.63 10.86 48.2 0.37 575 0.2%MHHW Existing_MHHW 26.7 2.67 4.64 3.89 4.75 0.004035 2.63 10.86 48.2 0.37 575 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.67 6.62 3.89 6.64 0.000231 1.09 32.76 775.46 0.1 550 100%MLLW Existing_MLLW 1 0.36 0.43 550 100%MHHW Existing_MHHW 1 0.36 0.43 550 100%MHHW+SLR Existing_MHHW+SLR 1 0.24 0.24 550 2%Mixed Existing_Mixed 2.5 0.59 0.59 550 2%Mixed+SLR Existing_Mixed+SLR 2.5 0.09 0.09 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 6 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 550 50%MLLW Existing_MLLW 2.5 0.78 0.91 550 50%MHHW Existing_MHHW 2.5 0.77 0.91 550 50%MHHW+SLR Existing_MHHW+SLR 2.5 0.59 0.59 550 1%Mixed Existing_Mixed 8.6 2.04 2.04 550 1%Mixed+SLR Existing_Mixed+SLR 8.6 0.09 0.09 550 20%MLLW Existing_MLLW 5.5 1.52 1.75 550 20%MHHW Existing_MHHW 5.5 1.5 1.73 550 20%MHHW+SLR Existing_MHHW+SLR 5.5 1.31 1.31 550 0.5%Mixed Existing_Mixed 2.5 0.08 0.08 550 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 0.11 0.11 550 10%MLLW Existing_MLLW 8.6 2.25 2.62 550 10%MHHW Existing_MHHW 8.6 2.25 2.62 550 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.04 2.04 550 4%MLLW Existing_MLLW 13.6 3.33 3.96 550 4%MHHW Existing_MHHW 13.6 3.33 3.96 550 4%MHHW+SLR Existing_MHHW+SLR 13.6 3.23 3.23 550 2%MLLW Existing_MLLW 16.5 3.93 4.63 550 2%MHHW Existing_MHHW 16.5 3.93 4.63 550 2%MHHW+SLR Existing_MHHW+SLR 16.5 3.92 3.92 550 1%MLLW Existing_MLLW 19.8 4.7 5.41 550 1%MHHW Existing_MHHW 19.8 4.7 5.41 550 1%MHHW+SLR Existing_MHHW+SLR 19.8 4.7 4.7 550 0.2%MLLW Existing_MLLW 26.7 6.34 6.94 550 0.2%MHHW Existing_MHHW 26.7 6.34 6.94 550 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 6.34 6.34 543 100%MLLW Existing_MLLW 1 2.2 2.54 2.48 2.58 0.023238 1.68 0.59 2.99 0.67 543 100%MHHW Existing_MHHW 1 2.2 2.54 2.48 2.58 0.023238 1.68 0.59 2.99 0.67 543 100%MHHW+SLR Existing_MHHW+SLR 1 2.2 5.3 2.48 5.3 0 0.02 48.04 478.26 0 543 2%Mixed Existing_Mixed 2.5 2.2 6.3 2.62 6.3 0 0.04 73.42 778.67 0 543 2%Mixed+SLR Existing_Mixed+SLR 2.5 2.2 13.7 2.62 13.7 0 0 7223.7 902.71 0 543 50%MLLW Existing_MLLW 2.5 2.2 2.68 2.62 2.76 0.026707 2.28 1.1 3.85 0.75 543 50%MHHW Existing_MHHW 2.5 2.2 2.7 2.62 2.77 0.022291 2.14 1.17 3.97 0.69 543 50%MHHW+SLR Existing_MHHW+SLR 2.5 2.2 5.3 2.62 5.3 0.000001 0.06 48.04 478.26 0.01 543 1%Mixed Existing_Mixed 8.6 2.2 4.8 2.94 4.8 0.000025 0.25 36.54 143.86 0.03 543 1%Mixed+SLR Existing_Mixed+SLR 8.6 2.2 12.2 2.94 12.2 0 0.01 5869.7 902.09 0 543 20%MLLW Existing_MLLW 5.5 2.2 2.84 2.84 2.97 0.04772 2.86 1.92 7.51 1 543 20%MHHW Existing_MHHW 5.5 2.2 2.92 2.84 2.99 0.023818 2.19 2.52 8.78 0.72 543 20%MHHW+SLR Existing_MHHW+SLR 5.5 2.2 5.3 2.84 5.3 0.000005 0.12 48.04 478.24 0.01 543 0.5%Mixed Existing_Mixed 2.5 2.2 9.4 2.62 9.4 0 0 3421.7 836.23 0 543 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 2.2 15.8 2.62 15.8 0 0 9119.4 902.71 0 543 10%MLLW Existing_MLLW 8.6 2.2 2.94 2.94 3.09 0.045808 3.11 2.76 9.25 1 543 10%MHHW Existing_MHHW 8.6 2.2 2.94 2.94 3.09 0.045808 3.11 2.76 9.25 1 543 10%MHHW+SLR Existing_MHHW+SLR 8.6 2.2 5.3 2.94 5.3 0.000011 0.19 48.04 478.22 0.02 543 4%MLLW Existing_MLLW 13.6 2.2 3.06 3.06 3.24 0.043936 3.41 3.99 11.32 1.01 543 4%MHHW Existing_MHHW 13.6 2.2 3.06 3.06 3.24 0.043936 3.41 3.99 11.32 1.01 543 4%MHHW+SLR Existing_MHHW+SLR 13.6 2.2 5.3 3.06 5.3 0.000028 0.31 48.04 478.17 0.04 543 2%MLLW Existing_MLLW 16.5 2.2 3.12 3.12 3.31 0.040899 3.49 4.73 12.3 0.99 543 2%MHHW Existing_MHHW 16.5 2.2 3.12 3.12 3.31 0.040899 3.49 4.73 12.3 0.99 543 2%MHHW+SLR Existing_MHHW+SLR 16.5 2.2 5.3 3.12 5.3 0.000042 0.37 48.03 478.12 0.04 543 1%MLLW Existing_MLLW 19.8 2.2 3.18 3.18 3.39 0.04069 3.66 5.4 13 1 543 1%MHHW Existing_MHHW 19.8 2.2 3.18 3.18 3.39 0.04069 3.66 5.4 13 1 543 1%MHHW+SLR Existing_MHHW+SLR 19.8 2.2 5.3 3.18 5.3 0.00006 0.45 48.03 478.06 0.05 543 0.2%MLLW Existing_MLLW 26.7 2.2 3.28 3.28 3.52 0.039035 3.92 6.81 14.35 1 543 0.2%MHHW Existing_MHHW 26.7 2.2 3.28 3.28 3.52 0.039035 3.92 6.81 14.35 1 543 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 2.2 5.3 3.28 5.3 0.000109 0.6 48.01 477.9 0.07 517 100%MLLW Existing_MLLW 1 1.44 1.71 1.71 1.77 0.044083 1.92 0.52 3.53 0.88 517 100%MHHW Existing_MHHW 1 1.44 1.71 1.71 1.77 0.044083 1.92 0.52 3.53 0.88 517 100%MHHW+SLR Existing_MHHW+SLR 1 1.44 5.3 5.3 0 0.01 544.32 709.98 0 517 2%Mixed Existing_Mixed 2.5 1.44 6.3 6.3 0 0.01 1324 798.52 0 517 2%Mixed+SLR Existing_Mixed+SLR 2.5 1.44 13.7 13.7 0 0 7643.5 892.79 0 517 50%MLLW Existing_MLLW 2.5 1.44 1.84 1.82 1.93 0.039095 2.41 1.04 4.53 0.89 517 50%MHHW Existing_MHHW 2.5 1.44 1.82 1.82 1.93 0.051065 2.65 0.94 4.37 1.01 517 50%MHHW+SLR Existing_MHHW+SLR 2.5 1.44 5.3 5.3 0 0.02 544.33 709.98 0 517 1%Mixed Existing_Mixed 8.6 1.44 4.8 4.8 0.000005 0.13 254.52 427.17 0.01 517 1%Mixed+SLR Existing_Mixed+SLR 8.6 1.44 12.2 12.2 0 0 6304.3 892.79 0 517 20%MLLW Existing_MLLW 5.5 1.44 2.09 2.17 0.018648 2.24 2.46 6.86 0.66 517 20%MHHW Existing_MHHW 5.5 1.44 1.98 1.98 2.13 0.045933 3.18 1.73 5.62 1.01 517 20%MHHW+SLR Existing_MHHW+SLR 5.5 1.44 5.3 5.3 0.000001 0.05 544.34 709.99 0.01 517 0.5%Mixed Existing_Mixed 2.5 1.44 9.4 9.4 0 0 3857.9 853.34 0 517 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 1.44 15.8 15.8 0 0 9518.4 892.79 0 517 10%MLLW Existing_MLLW 8.6 1.44 2.29 2.37 0.011636 2.19 3.93 7.92 0.55 517 10%MHHW Existing_MHHW 8.6 1.44 2.3 2.38 0.010846 2.14 4.03 7.98 0.53 517 10%MHHW+SLR Existing_MHHW+SLR 8.6 1.44 5.3 5.3 0.000001 0.08 544.36 710 0.01 517 4%MLLW Existing_MLLW 13.6 1.44 2.55 2.62 0.008395 2.22 6.13 10.28 0.49 517 4%MHHW Existing_MHHW 13.6 1.44 2.59 2.66 0.006935 2.07 6.73 14.23 0.44 517 4%MHHW+SLR Existing_MHHW+SLR 13.6 1.44 5.3 5.3 0.000004 0.12 544.42 710.03 0.01 517 2%MLLW Existing_MLLW 16.5 1.44 2.67 2.75 0.007541 2.23 7.88 15.75 0.47 517 2%MHHW Existing_MHHW 16.5 1.44 2.71 2.78 0.006394 2.1 8.55 16.51 0.43 517 2%MHHW+SLR Existing_MHHW+SLR 16.5 1.44 5.3 5.3 0.000005 0.15 544.47 710.05 0.02 517 1%MLLW Existing_MLLW 19.8 1.44 2.79 2.86 0.006914 2.27 9.82 17.69 0.45 517 1%MHHW Existing_MHHW 19.8 1.44 2.82 2.89 0.005983 2.15 10.51 18.16 0.42 517 1%MHHW+SLR Existing_MHHW+SLR 19.8 1.44 5.3 5.3 0.000008 0.18 544.54 710.07 0.02 517 0.2%MLLW Existing_MLLW 26.7 1.44 2.99 3.07 0.006139 2.35 13.65 19.99 0.44 517 0.2%MHHW Existing_MHHW 26.7 1.44 3.02 3.1 0.005507 2.26 14.32 20.29 0.42 517 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 1.44 5.3 5.3 0.000014 0.24 544.71 710.15 0.02 328 100%MLLW Existing_MLLW 1 0.11 0.67 0.67 0.001071 0.43 3.74 7.72 0.14 328 100%MHHW Existing_MHHW 1 0.11 1.3 1.3 0.000049 0.15 10.49 13.38 0.03 328 100%MHHW+SLR Existing_MHHW+SLR 1 0.11 5.3 5.3 0 0 1222.9 757.93 0 328 2%Mixed Existing_Mixed 2.5 0.11 6.3 6.3 0 0.01 2005.6 802.67 0 328 2%Mixed+SLR Existing_Mixed+SLR 2.5 0.11 13.7 13.7 0 0 8616.3 954.27 0 328 50%MLLW Existing_MLLW 2.5 0.11 0.89 0.89 0.002003 0.74 5.64 9.96 0.21 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 7 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 328 50%MHHW Existing_MHHW 2.5 0.11 1.31 1.31 0.000301 0.38 10.55 13.42 0.09 328 50%MHHW+SLR Existing_MHHW+SLR 2.5 0.11 5.3 5.3 0 0.01 1222.9 757.93 0 328 1%Mixed Existing_Mixed 8.6 0.11 4.8 4.8 0 0.04 872.81 645.83 0 328 1%Mixed+SLR Existing_Mixed+SLR 8.6 0.11 12.2 12.2 0 0 7193.4 941.02 0 328 20%MLLW Existing_MLLW 5.5 0.11 1.2 1.21 0.002249 0.98 9.14 12.55 0.23 328 20%MHHW Existing_MHHW 5.5 0.11 1.33 1.33 0.001339 0.81 10.85 13.58 0.18 328 20%MHHW+SLR Existing_MHHW+SLR 5.5 0.11 5.3 5.3 0 0.02 1222.9 757.93 0 328 0.5%Mixed Existing_Mixed 2.5 0.11 9.4 9.4 0 0 4621.4 882.36 0 328 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 0.11 15.8 15.8 0 0 10659 982.87 0 328 10%MLLW Existing_MLLW 8.6 0.11 1.38 1.4 0.002786 1.21 11.61 14.68 0.27 328 10%MHHW Existing_MHHW 8.6 0.11 1.36 1.38 0.002962 1.23 11.37 14.54 0.27 328 10%MHHW+SLR Existing_MHHW+SLR 8.6 0.11 5.3 5.3 0 0.03 1222.9 757.93 0 328 4%MLLW Existing_MLLW 13.6 0.11 1.55 1.57 0.003881 1.54 14.14 15.99 0.32 328 4%MHHW Existing_MHHW 13.6 0.11 1.45 1.48 0.005479 1.75 12.6 15.25 0.38 328 4%MHHW+SLR Existing_MHHW+SLR 13.6 0.11 5.3 5.3 0 0.05 1222.9 757.93 0 328 2%MLLW Existing_MLLW 16.5 0.11 1.62 1.65 0.004515 1.72 15.29 16.49 0.35 328 2%MHHW Existing_MHHW 16.5 0.11 1.5 1.54 0.006644 1.98 13.44 15.67 0.42 328 2%MHHW+SLR Existing_MHHW+SLR 16.5 0.11 5.3 5.3 0.000001 0.06 1222.9 757.93 0.01 328 1%MLLW Existing_MLLW 19.8 0.11 1.69 1.73 0.005217 1.9 16.46 16.99 0.38 328 1%MHHW Existing_MHHW 19.8 0.11 1.57 1.62 0.007678 2.19 14.47 16.13 0.45 328 1%MHHW+SLR Existing_MHHW+SLR 19.8 0.11 5.3 5.3 0.000001 0.07 1223 757.93 0.01 328 0.2%MLLW Existing_MLLW 26.7 0.11 1.81 1.87 0.006507 2.24 18.67 17.9 0.43 328 0.2%MHHW Existing_MHHW 26.7 0.11 1.69 1.76 0.009313 2.55 16.56 17.03 0.5 328 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 0.11 5.3 5.3 0.000002 0.09 1223 757.94 0.01 130 100%MLLW Existing_MLLW 1 -0.12 0.6 0.6 0.000169 0.18 5.45 19.01 0.06 130 100%MHHW Existing_MHHW 1 -0.12 1.3 1.3 0.000002 0.03 35.61 61.8 0.01 130 100%MHHW+SLR Existing_MHHW+SLR 1 -0.12 5.3 5.3 0 0 1848.7 863.63 0 130 2%Mixed Existing_Mixed 2.5 -0.12 6.3 6.3 0 0 2732.1 899.06 0 130 2%Mixed+SLR Existing_Mixed+SLR 2.5 -0.12 13.7 13.7 0 0 9779.1 991.67 0 130 50%MLLW Existing_MLLW 2.5 -0.12 0.62 0.62 0.000963 0.43 5.78 20.65 0.14 130 50%MHHW Existing_MHHW 2.5 -0.12 1.3 1.3 0.00001 0.07 35.68 61.87 0.02 130 50%MHHW+SLR Existing_MHHW+SLR 2.5 -0.12 5.3 5.3 0 0 1848.7 863.63 0 130 1%Mixed Existing_Mixed 8.6 -0.12 4.8 4.8 0 0.01 1420.8 845.6 0 130 1%Mixed+SLR Existing_Mixed+SLR 8.6 -0.12 12.2 12.2 0 0 8302.2 976.92 0 130 20%MLLW Existing_MLLW 5.5 -0.12 0.69 0.7 0.002868 0.74 7.48 27.4 0.25 130 20%MHHW Existing_MHHW 5.5 -0.12 1.31 1.31 0.000045 0.15 36.01 62.22 0.04 130 20%MHHW+SLR Existing_MHHW+SLR 5.5 -0.12 5.3 5.3 0 0.01 1848.7 863.63 0 130 0.5%Mixed Existing_Mixed 2.5 -0.12 9.4 9.4 0 0 5605.1 950.93 0 130 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 -0.12 15.8 15.8 0 0 11885 1016.57 0 130 10%MLLW Existing_MLLW 8.6 -0.12 0.79 0.8 0.003274 0.82 10.53 36.5 0.27 130 10%MHHW Existing_MHHW 8.6 -0.12 1.32 1.32 0.000106 0.24 36.59 62.81 0.05 130 10%MHHW+SLR Existing_MHHW+SLR 8.6 -0.12 5.3 5.3 0 0.01 1848.7 863.63 0 130 4%MLLW Existing_MLLW 13.6 -0.12 0.91 0.92 0.00274 0.87 15.66 43.33 0.25 130 4%MHHW Existing_MHHW 13.6 -0.12 1.34 1.34 0.00024 0.36 38 64.23 0.08 130 4%MHHW+SLR Existing_MHHW+SLR 13.6 -0.12 5.3 5.3 0 0.02 1848.7 863.63 0 130 2%MLLW Existing_MLLW 16.5 -0.12 0.97 0.99 0.002548 0.9 18.39 45.86 0.25 130 2%MHHW Existing_MHHW 16.5 -0.12 1.35 1.36 0.00033 0.42 39.05 65.26 0.1 130 2%MHHW+SLR Existing_MHHW+SLR 16.5 -0.12 5.3 5.3 0 0.02 1848.7 863.63 0 130 1%MLLW Existing_MLLW 19.8 -0.12 1.04 1.05 0.002345 0.92 21.5 48.4 0.24 130 1%MHHW Existing_MHHW 19.8 -0.12 1.37 1.38 0.000435 0.49 40.39 66.57 0.11 130 1%MHHW+SLR Existing_MHHW+SLR 19.8 -0.12 5.3 5.3 0 0.02 1848.8 863.63 0 130 0.2%MLLW Existing_MLLW 26.7 -0.12 1.16 1.17 0.00215 0.98 27.37 52.91 0.24 130 0.2%MHHW Existing_MHHW 26.7 -0.12 1.42 1.43 0.000633 0.61 43.65 68.28 0.13 130 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 -0.12 5.3 5.3 0 0.03 1848.8 863.63 0 0 100%MLLW Existing_MLLW 1 -1.49 0.6 -1.07 0.6 0.000011 0.09 11.16 13.27 0.02 0 100%MHHW Existing_MHHW 1 -1.49 1.3 -1.07 1.3 0.000002 0.04 27.63 34.28 0.01 0 100%MHHW+SLR Existing_MHHW+SLR 1 -1.49 5.3 -1.07 5.3 0 0 1260.1 651.81 0 0 2%Mixed Existing_Mixed 2.5 -1.49 6.3 -0.89 6.3 0 0 1923.5 673.91 0 0 2%Mixed+SLR Existing_Mixed+SLR 2.5 -1.49 13.7 -0.89 13.7 0 0 7402.8 790.5 0 0 50%MLLW Existing_MLLW 2.5 -1.49 0.6 -0.89 0.6 0.000067 0.22 11.16 13.27 0.04 0 50%MHHW Existing_MHHW 2.5 -1.49 1.3 -0.89 1.3 0.000011 0.1 27.63 34.28 0.02 0 50%MHHW+SLR Existing_MHHW+SLR 2.5 -1.49 5.3 -0.89 5.3 0 0.01 1260.1 651.81 0 0 1%Mixed Existing_Mixed 8.6 -1.49 4.8 -0.5 4.8 0 0.02 938.24 633.05 0 0 1%Mixed+SLR Existing_Mixed+SLR 8.6 -1.49 12.2 -0.5 12.2 0 0 6222.1 783.06 0 0 20%MLLW Existing_MLLW 5.5 -1.49 0.6 -0.67 0.6 0.000327 0.49 11.16 13.27 0.09 0 20%MHHW Existing_MHHW 5.5 -1.49 1.3 -0.67 1.3 0.000053 0.21 27.63 34.28 0.04 0 20%MHHW+SLR Existing_MHHW+SLR 5.5 -1.49 5.3 -0.67 5.3 0 0.01 1260.1 651.81 0 0 0.5%Mixed Existing_Mixed 2.5 -1.49 9.4 -0.89 9.4 0 0 4112.8 730.71 0 0 0.5%Mixed+SLR Existing_Mixed+SLR 2.5 -1.49 15.8 -0.89 15.8 0 0 9070.2 797.41 0 0 10%MLLW Existing_MLLW 8.6 -1.49 0.6 -0.5 0.61 0.000799 0.77 11.16 13.27 0.15 0 10%MHHW Existing_MHHW 8.6 -1.49 1.3 -0.5 1.3 0.000129 0.33 27.63 34.28 0.06 0 10%MHHW+SLR Existing_MHHW+SLR 8.6 -1.49 5.3 -0.5 5.3 0 0.02 1260.1 651.81 0 0 4%MLLW Existing_MLLW 13.6 -1.49 0.6 -0.3 0.62 0.001997 1.22 11.16 13.27 0.23 0 4%MHHW Existing_MHHW 13.6 -1.49 1.3 -0.3 1.3 0.000322 0.53 27.63 34.28 0.1 0 4%MHHW+SLR Existing_MHHW+SLR 13.6 -1.49 5.3 -0.3 5.3 0 0.03 1260.1 651.81 0 0 2%MLLW Existing_MLLW 16.5 -1.49 0.6 -0.21 0.63 0.00294 1.48 11.16 13.27 0.28 0 2%MHHW Existing_MHHW 16.5 -1.49 1.3 -0.21 1.31 0.000474 0.64 27.63 34.28 0.12 0 2%MHHW+SLR Existing_MHHW+SLR 16.5 -1.49 5.3 -0.21 5.3 0 0.03 1260.1 651.81 0 0 1%MLLW Existing_MLLW 19.8 -1.49 0.6 -0.12 0.65 0.004233 1.77 11.16 13.27 0.34 0 1%MHHW Existing_MHHW 19.8 -1.49 1.3 -0.12 1.31 0.000682 0.77 27.63 34.28 0.14 0 1%MHHW+SLR Existing_MHHW+SLR 19.8 -1.49 5.3 -0.11 5.3 0 0.04 1260.1 651.81 0 0 0.2%MLLW Existing_MLLW 26.7 -1.49 0.6 0.05 0.69 0.007698 2.39 11.16 13.27 0.46 0 0.2%MHHW Existing_MHHW 26.7 -1.49 1.3 0.05 1.32 0.001241 1.03 27.63 34.28 0.19 0 0.2%MHHW+SLR Existing_MHHW+SLR 26.7 -1.49 5.3 0.05 5.3 0 0.05 1260.1 651.81 0 654 100%MLLW Existing_MLLW 1 2.02 3.13 3.13 0.000089 0.22 4.63 7.61 0.05 654 100%MHHW Existing_MHHW 1 2.02 3.13 3.13 0.000089 0.22 4.63 7.61 0.05 654 100%MHHW+SLR Existing_MHHW+SLR 1 2.02 5.3 5.3 0.000001 0.04 28.41 14.11 0 654 2% AEP Mixed Existing_Mixed 2.2 2.02 6.31 6.31 0.000001 0.05 44.1 17.06 0.01 654 2% AEP Mixed Existing_Mixed+SLR 2.2 2.02 13.7 13.7 0 0.01 689.46 201.9 0 654 50%MLLW Existing_MLLW 2.2 2.02 3.3 3.3 0.000207 0.37 5.98 8.28 0.08 654 50%MHHW Existing_MHHW 2.2 2.02 3.3 3.3 0.000207 0.37 5.98 8.28 0.08 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 8 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 50%MHHW+SLR Existing_MHHW+SLR 2.2 2.02 5.31 5.31 0.000003 0.08 28.51 14.13 0.01 654 1% AEP Mixed Existing_Mixed 8.1 2.02 4.93 4.93 0.000059 0.35 23.31 13.01 0.05 654 1% AEP Mixed Existing_Mixed+SLR 8.1 2.02 12.2 12.2 0 0.03 413.18 160.25 0 654 20%MLLW Existing_MLLW 5 2.02 3.56 3.57 0.000421 0.6 8.26 9.17 0.11 654 20%MHHW Existing_MHHW 5 2.02 3.56 3.57 0.000424 0.61 8.25 9.16 0.11 654 20%MHHW+SLR Existing_MHHW+SLR 5 2.02 5.35 5.35 0.000012 0.17 29.05 14.24 0.02 654 0.5% AEP Mixed Existing_Mixed 2.2 2.02 9.4 9.4 0 0.02 124.14 39.37 0 654 0.5% AEP Mixed Existing_Mixed+SLR 2.2 2.02 15.8 15.8 0 0 1114.4 202.34 0 654 10%MLLW Existing_MLLW 8.1 2.02 3.75 3.76 0.000634 0.81 10.01 9.66 0.14 654 10%MHHW Existing_MHHW 8.1 2.02 3.75 3.76 0.000634 0.81 10.01 9.66 0.14 654 10%MHHW+SLR Existing_MHHW+SLR 8.1 2.02 5.42 5.43 0.000029 0.27 30.15 14.47 0.03 654 4%MLLW Existing_MLLW 13 2.02 3.96 3.98 0.000945 1.07 12.12 10.26 0.17 654 4%MHHW Existing_MHHW 13 2.02 3.96 3.98 0.000943 1.07 12.13 10.26 0.17 654 4%MHHW+SLR Existing_MHHW+SLR 13 2.02 5.62 5.62 0.000059 0.39 33.02 15.03 0.05 654 2%MLLW Existing_MLLW 17.3 2.02 4.11 4.14 0.001175 1.26 13.71 10.64 0.2 654 2%MHHW Existing_MHHW 17.3 2.02 4.11 4.14 0.001173 1.26 13.72 10.64 0.2 654 2%MHHW+SLR Existing_MHHW+SLR 17.3 2.02 5.86 5.87 0.000078 0.47 36.77 15.75 0.05 654 1%MLLW Existing_MLLW 22.1 2.02 4.37 4.39 0.001148 1.34 16.48 11.37 0.2 654 1%MHHW Existing_MHHW 22.1 2.02 4.37 4.39 0.001148 1.34 16.48 11.37 0.2 654 1%MHHW+SLR Existing_MHHW+SLR 22.1 2.02 6.22 6.22 0.000086 0.52 42.51 16.78 0.06 654 0.2%MLLW Existing_MLLW 36.3 2.02 5.98 5.99 0.0003 0.94 38.6 16.08 0.11 654 0.2%MHHW Existing_MHHW 36.3 2.02 5.99 6 0.000297 0.94 38.76 16.11 0.11 654 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 2.02 7.41 7.41 0.000075 0.56 64.68 20.56 0.06 640 100%MLLW Existing_MLLW 1 2.8 3.11 3.13 0.008 1.01 0.99 4.85 0.39 640 100%MHHW Existing_MHHW 1 2.8 3.11 3.13 0.008 1.01 0.99 4.85 0.39 640 100%MHHW+SLR Existing_MHHW+SLR 1 2.8 5.3 5.3 0 0.03 31.42 17.15 0 640 2% AEP Mixed Existing_Mixed 2.2 2.8 6.31 6.31 0 0.03 188.02 307.76 0 640 2% AEP Mixed Existing_Mixed+SLR 2.2 2.8 13.7 13.7 0 0 2916.5 420.92 0 640 50%MLLW Existing_MLLW 2.2 2.8 3.27 3.29 0.006984 1.14 1.94 7.13 0.38 640 50%MHHW Existing_MHHW 2.2 2.8 3.27 3.29 0.006984 1.14 1.94 7.13 0.38 640 50%MHHW+SLR Existing_MHHW+SLR 2.2 2.8 5.31 5.31 0.000002 0.07 31.55 17.17 0.01 640 1% AEP Mixed Existing_Mixed 8.1 2.8 4.93 4.93 0.000059 0.32 25.13 16.27 0.05 640 1% AEP Mixed Existing_Mixed+SLR 8.1 2.8 12.2 12.2 0 0.01 2290.9 413.42 0 640 20%MLLW Existing_MLLW 5 2.8 3.54 3.56 0.003712 1.03 4.84 12.83 0.3 640 20%MHHW Existing_MHHW 5 2.8 3.54 3.55 0.003785 1.04 4.81 12.83 0.3 640 20%MHHW+SLR Existing_MHHW+SLR 5 2.8 5.35 5.35 0.000011 0.16 32.2 17.26 0.02 640 0.5% AEP Mixed Existing_Mixed 2.2 2.8 9.4 9.4 0 0.01 1211.8 365.67 0 640 0.5% AEP Mixed Existing_Mixed+SLR 2.2 2.8 15.8 15.8 0 0 3803.9 422.62 0 640 10%MLLW Existing_MLLW 8.1 2.8 3.72 3.74 0.00271 1.11 7.27 13.45 0.27 640 10%MHHW Existing_MHHW 8.1 2.8 3.72 3.74 0.00271 1.11 7.27 13.45 0.27 640 10%MHHW+SLR Existing_MHHW+SLR 8.1 2.8 5.42 5.42 0.000025 0.24 33.53 17.43 0.03 640 4%MLLW Existing_MLLW 13 2.8 3.93 3.96 0.002434 1.28 10.15 13.96 0.26 640 4%MHHW Existing_MHHW 13 2.8 3.94 3.96 0.002428 1.28 10.16 13.96 0.26 640 4%MHHW+SLR Existing_MHHW+SLR 13 2.8 5.62 5.62 0.000049 0.35 37.56 30.5 0.04 640 2%MLLW Existing_MLLW 17.3 2.8 4.09 4.12 0.002377 1.41 12.29 14.31 0.27 640 2%MHHW Existing_MHHW 17.3 2.8 4.09 4.12 0.002368 1.41 12.31 14.32 0.27 640 2%MHHW+SLR Existing_MHHW+SLR 17.3 2.8 5.86 5.86 0.00006 0.41 60.08 186.47 0.05 640 1%MLLW Existing_MLLW 22.1 2.8 4.35 4.38 0.001694 1.37 16.09 14.92 0.23 640 1%MHHW Existing_MHHW 22.1 2.8 4.35 4.37 0.001695 1.37 16.09 14.92 0.23 640 1%MHHW+SLR Existing_MHHW+SLR 22.1 2.8 6.22 6.22 0.000043 0.37 159.48 306.09 0.04 640 0.2%MLLW Existing_MLLW 36.3 2.8 5.98 5.99 0.000211 0.78 88.4 280.68 0.09 640 0.2%MHHW Existing_MHHW 36.3 2.8 5.99 6 0.000206 0.78 91.26 284.92 0.09 640 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 2.8 7.41 7.41 0.000009 0.23 536.34 326.35 0.02 632 100%MLLW 24ft_Bridge_MLLW 1 1.56 3.7 3.7 0.000006 0.04 25.33 14.7 0.01 632 100%MHHW 24ft_Bridge_MHHW 1 1.56 3.9 3.9 0.000004 0.04 28.29 14.97 0 632 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.56 6.2 6.2 0 0.02 66.02 17.84 0 632 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.56 8.1 8.1 0 0.02 107.29 29.12 0 632 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.56 13.7 13.7 0 0 706.62 201.9 0 632 50%MLLW 24ft_Bridge_MLLW 2.2 1.56 3.7 3.7 0.000028 0.09 25.37 14.7 0.01 632 50%MHHW 24ft_Bridge_MHHW 2.2 1.56 3.9 3.9 0.00002 0.08 28.32 14.98 0.01 632 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.56 6.2 6.2 0.000001 0.03 66.02 17.84 0 632 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.56 7 7 0.000011 0.1 80.75 19 0.01 632 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.56 12.2 12.2 0 0.03 430.28 160.21 0 632 20%MLLW 24ft_Bridge_MLLW 5 1.56 3.72 3.72 0.000141 0.2 25.61 14.73 0.03 632 20%MHHW 24ft_Bridge_MHHW 5 1.56 3.91 3.91 0.000103 0.18 28.48 14.99 0.02 632 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.56 6.2 6.2 0.000007 0.08 66.02 17.84 0.01 632 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.56 9.6 9.6 0 0.02 163.11 44.89 0 632 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.56 15.8 15.8 0 0 1131.5 202.34 0 632 10%MLLW 24ft_Bridge_MLLW 8.1 1.56 3.75 3.75 0.000352 0.31 26.08 14.77 0.04 632 10%MHHW 24ft_Bridge_MHHW 8.1 1.56 3.93 3.94 0.000262 0.28 28.79 15.02 0.04 632 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.56 6.2 6.2 0.000019 0.13 66.03 17.84 0.01 632 4%MLLW 24ft_Bridge_MLLW 13 1.56 3.82 3.83 0.000803 0.48 27.16 14.87 0.06 632 4%MHHW 24ft_Bridge_MHHW 13 1.56 3.98 3.99 0.000626 0.44 29.55 15.08 0.06 632 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.56 6.2 6.2 0.00005 0.2 66.03 17.84 0.02 632 2%MLLW 24ft_Bridge_MLLW 17.3 1.56 3.91 3.91 0.00125 0.61 28.38 14.98 0.08 632 2%MHHW 24ft_Bridge_MHHW 17.3 1.56 4.04 4.05 0.001018 0.57 30.42 15.16 0.07 632 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.56 6.2 6.2 0.000088 0.27 66.04 17.85 0.02 632 1%MLLW 24ft_Bridge_MLLW 22.1 1.56 4.01 4.02 0.001748 0.74 29.9 15.12 0.09 632 1%MHHW 24ft_Bridge_MHHW 22.1 1.56 4.12 4.12 0.001491 0.7 31.57 15.26 0.09 632 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.56 6.2 6.2 0.000144 0.34 66.06 17.85 0.03 632 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.56 4.33 4.34 0.002977 1.04 34.8 15.54 0.12 632 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.56 4.37 4.39 0.002787 1.02 35.5 15.59 0.12 632 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.56 6.21 6.21 0.000388 0.56 66.13 17.85 0.05 620 100%MLLW Existing_MLLW 1 2.66 3.09 3.09 0.000619 0.36 2.81 9.58 0.12 620 100%MHHW Existing_MHHW 1 2.66 3.09 3.09 0.000619 0.36 2.81 9.58 0.12 620 100%MHHW+SLR Existing_MHHW+SLR 1 2.66 5.3 5.3 0 0.04 30.52 54.7 0 620 2% AEP Mixed Existing_Mixed 2.2 2.66 6.31 6.31 0 0.03 322.05 395.86 0 620 2% AEP Mixed Existing_Mixed+SLR 2.2 2.66 13.7 13.7 0 0 4018.9 555.21 0 620 50%MLLW Existing_MLLW 2.2 2.66 3.25 3.26 0.000724 0.5 4.37 9.82 0.13 620 50%MHHW Existing_MHHW 2.2 2.66 3.25 3.26 0.000724 0.5 4.37 9.82 0.13 620 50%MHHW+SLR Existing_MHHW+SLR 2.2 2.66 5.31 5.31 0.000002 0.08 30.92 56.79 0.01 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 9 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 620 1% AEP Mixed Existing_Mixed 8.1 2.66 4.92 4.93 0.000053 0.37 22.82 12.21 0.05 620 1% AEP Mixed Existing_Mixed+SLR 8.1 2.66 12.2 12.2 0 0.01 3186.3 555.21 0 620 20%MLLW Existing_MLLW 5 2.66 3.51 3.52 0.000848 0.72 6.99 10.19 0.15 620 20%MHHW Existing_MHHW 5 2.66 3.51 3.52 0.000858 0.72 6.96 10.19 0.15 620 20%MHHW+SLR Existing_MHHW+SLR 5 2.66 5.35 5.35 0.000011 0.19 33.29 73.99 0.02 620 0.5% AEP Mixed Existing_Mixed 2.2 2.66 9.4 9.4 0 0 1741.1 485.77 0 620 0.5% AEP Mixed Existing_Mixed+SLR 2.2 2.66 15.8 15.8 0 0 5185 555.21 0 620 10%MLLW Existing_MLLW 8.1 2.66 3.7 3.71 0.001051 0.91 8.87 10.45 0.17 620 10%MHHW Existing_MHHW 8.1 2.66 3.7 3.71 0.001051 0.91 8.87 10.45 0.17 620 10%MHHW+SLR Existing_MHHW+SLR 8.1 2.66 5.42 5.42 0.000025 0.29 40.89 127.51 0.03 620 4%MLLW Existing_MLLW 13 2.66 3.9 3.92 0.001317 1.18 11.05 10.76 0.2 620 4%MHHW Existing_MHHW 13 2.66 3.9 3.92 0.001314 1.18 11.05 10.76 0.2 620 4%MHHW+SLR Existing_MHHW+SLR 13 2.66 5.62 5.62 0.000044 0.41 75.74 236.07 0.04 620 2%MLLW Existing_MLLW 17.3 2.66 4.05 4.08 0.00151 1.38 12.65 10.99 0.22 620 2%MHHW Existing_MHHW 17.3 2.66 4.05 4.08 0.001505 1.38 12.66 10.99 0.22 620 2%MHHW+SLR Existing_MHHW+SLR 17.3 2.66 5.86 5.86 0.000043 0.43 151.36 359.13 0.04 620 1%MLLW Existing_MLLW 22.1 2.66 4.31 4.35 0.00127 1.44 15.6 11.4 0.21 620 1%MHHW Existing_MHHW 22.1 2.66 4.31 4.34 0.001271 1.44 15.6 11.4 0.21 620 1%MHHW+SLR Existing_MHHW+SLR 22.1 2.66 6.22 6.22 0.000025 0.36 285.38 391.49 0.03 620 0.2%MLLW Existing_MLLW 36.3 2.66 5.98 5.98 0.000134 0.78 193.39 372.44 0.08 620 0.2%MHHW Existing_MHHW 36.3 2.66 5.99 5.99 0.00013 0.77 197.21 373.1 0.08 620 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 2.66 7.41 7.41 0.000006 0.2 801.5 453.92 0.02 618 100%MLLW 24ft_Bridge_MLLW 1 1.56 3.7 3.7 0.000007 0.04 27.06 17.35 0 618 100%MHHW 24ft_Bridge_MHHW 1 1.56 3.9 3.9 0.000005 0.03 30.62 18.29 0 618 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.56 6.2 6.2 0 0.01 192.26 316.73 0 618 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.56 8.1 8.1 0 0 812.35 333.68 0 618 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.56 13.7 13.7 0 0 2945.7 420.92 0 618 50%MLLW 24ft_Bridge_MLLW 2.2 1.56 3.7 3.7 0.000034 0.08 27.11 17.36 0.01 618 50%MHHW 24ft_Bridge_MHHW 2.2 1.56 3.9 3.9 0.000024 0.07 30.65 18.3 0.01 618 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.56 6.2 6.2 0.000001 0.02 192.26 316.73 0 618 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.56 7 7 0.000001 0.03 449.52 325.74 0 618 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.56 12.2 12.2 0 0 2319.9 413.42 0 618 20%MLLW 24ft_Bridge_MLLW 5 1.56 3.72 3.72 0.000172 0.19 27.36 17.43 0.02 618 20%MHHW 24ft_Bridge_MHHW 5 1.56 3.91 3.91 0.000121 0.17 30.82 18.34 0.02 618 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.56 6.2 6.2 0.000004 0.05 192.28 316.73 0 618 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.56 9.6 9.6 0 0 1323.2 351.64 0 618 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.56 15.8 15.8 0 0 3832.9 422.62 0 618 10%MLLW 24ft_Bridge_MLLW 8.1 1.56 3.75 3.75 0.000427 0.3 27.86 17.57 0.04 618 10%MHHW 24ft_Bridge_MHHW 8.1 1.56 3.93 3.93 0.000306 0.27 31.16 18.43 0.03 618 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.56 6.2 6.2 0.000011 0.09 192.32 316.73 0.01 618 4%MLLW 24ft_Bridge_MLLW 13 1.56 3.81 3.82 0.000973 0.46 29.03 17.88 0.06 618 4%MHHW 24ft_Bridge_MHHW 13 1.56 3.97 3.98 0.000731 0.42 31.99 18.64 0.05 618 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.56 6.2 6.2 0.000029 0.14 192.43 316.73 0.01 618 2%MLLW 24ft_Bridge_MLLW 17.3 1.56 3.89 3.89 0.001507 0.59 30.38 18.23 0.07 618 2%MHHW 24ft_Bridge_MHHW 17.3 1.56 4.03 4.03 0.001185 0.54 32.97 18.88 0.07 618 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.56 6.2 6.2 0.000051 0.18 192.57 316.74 0.02 618 1%MLLW 24ft_Bridge_MLLW 22.1 1.56 3.98 3.99 0.002089 0.71 32.11 18.67 0.09 618 1%MHHW 24ft_Bridge_MHHW 22.1 1.56 4.1 4.1 0.001728 0.67 34.27 19.21 0.08 618 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.56 6.2 6.2 0.000084 0.23 192.76 316.75 0.02 618 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.56 4.28 4.3 0.003475 1.01 37.96 20.1 0.12 618 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.56 4.33 4.35 0.003232 0.98 38.94 20.33 0.11 618 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.56 6.2 6.21 0.000224 0.38 193.62 316.78 0.03 596 100%MLLW 24ft_Bridge_MLLW 1 1.5 3.7 3.7 0.000006 0.04 27.49 17.01 0 596 100%MHHW 24ft_Bridge_MHHW 1 1.5 3.9 3.9 0.000004 0.03 30.97 17.84 0 596 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.5 6.2 6.2 0 0.01 318.16 394.5 0 596 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.5 8.1 8.1 0 0 1136.9 444.88 0 596 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.5 13.7 13.7 0 0 4004.7 555.21 0 596 50%MLLW 24ft_Bridge_MLLW 2.2 1.5 3.7 3.7 0.00003 0.08 27.53 17.02 0.01 596 50%MHHW 24ft_Bridge_MHHW 2.2 1.5 3.9 3.9 0.000022 0.08 31 17.85 0.01 596 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.5 6.2 6.2 0 0.02 318.17 394.5 0 596 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.5 7 7 0.000001 0.02 654.07 433.56 0 596 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.5 12.2 12.2 0 0 3171.9 555.21 0 596 20%MLLW 24ft_Bridge_MLLW 5 1.5 3.71 3.72 0.000154 0.19 27.73 17.06 0.02 596 20%MHHW 24ft_Bridge_MHHW 5 1.5 3.91 3.91 0.00011 0.17 31.13 17.88 0.02 596 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.5 6.2 6.2 0.000002 0.04 318.18 394.5 0 596 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.5 9.6 9.6 0 0 1825 479.46 0 596 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.5 15.8 15.8 0 0 5170.7 555.21 0 596 10%MLLW 24ft_Bridge_MLLW 8.1 1.5 3.74 3.74 0.000388 0.3 28.13 17.16 0.04 596 10%MHHW 24ft_Bridge_MHHW 8.1 1.5 3.92 3.92 0.000282 0.27 31.39 17.94 0.03 596 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.5 6.2 6.2 0.000005 0.06 318.2 394.5 0 596 4%MLLW 24ft_Bridge_MLLW 13 1.5 3.79 3.8 0.000908 0.47 29.07 17.39 0.06 596 4%MHHW 24ft_Bridge_MHHW 13 1.5 3.96 3.96 0.000687 0.43 32.04 18.09 0.05 596 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.5 6.2 6.2 0.000013 0.09 318.26 394.51 0.01 596 2%MLLW 24ft_Bridge_MLLW 17.3 1.5 3.86 3.86 0.001444 0.61 30.18 17.65 0.07 596 2%MHHW 24ft_Bridge_MHHW 17.3 1.5 4 4.01 0.001137 0.56 32.8 18.27 0.07 596 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.5 6.2 6.2 0.000023 0.13 318.33 394.51 0.01 596 1%MLLW 24ft_Bridge_MLLW 22.1 1.5 3.94 3.94 0.002061 0.74 31.62 17.99 0.09 596 1%MHHW 24ft_Bridge_MHHW 22.1 1.5 4.06 4.07 0.001697 0.7 33.84 18.5 0.08 596 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.5 6.2 6.2 0.000038 0.16 318.44 394.52 0.01 596 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.5 4.2 4.22 0.003668 1.07 36.6 19.11 0.12 596 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.5 4.26 4.27 0.003389 1.05 37.63 19.34 0.12 596 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.5 6.2 6.2 0.000102 0.26 318.92 394.55 0.02 575 100%MLLW Existing_MLLW 1 2.67 2.9 2.9 2.98 0.056166 2.28 0.44 2.7 1 575 100%MHHW Existing_MHHW 1 2.67 2.9 2.9 2.98 0.056166 2.28 0.44 2.7 1 575 100%MHHW+SLR Existing_MHHW+SLR 1 2.67 5.3 2.9 5.3 0 0.03 156.51 391.24 0 575 2% AEP Mixed Existing_Mixed 2.2 2.67 6.31 3.02 6.31 0 0.01 815.45 771.62 0 575 2% AEP Mixed Existing_Mixed+SLR 2.2 2.67 13.7 3.02 13.7 0 0 6999.7 888.38 0 575 50%MLLW Existing_MLLW 2.2 2.67 3.02 3.02 3.14 0.049962 2.78 0.79 3.28 1 575 50%MHHW Existing_MHHW 2.2 2.67 3.02 3.02 3.14 0.049962 2.78 0.79 3.28 1 575 50%MHHW+SLR Existing_MHHW+SLR 2.2 2.67 5.31 3.02 5.31 0.000002 0.07 159.33 394.5 0.01 575 1% AEP Mixed Existing_Mixed 8.1 2.67 4.92 3.37 4.92 0.000066 0.38 64.63 123.5 0.05 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 10 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 575 1% AEP Mixed Existing_Mixed+SLR 8.1 2.67 12.2 3.37 12.2 0 0.01 5667.4 888.38 0 575 20%MLLW Existing_MLLW 5 2.67 3.21 3.21 3.38 0.045029 3.39 1.48 4.18 1 575 20%MHHW Existing_MHHW 5 2.67 3.21 3.21 3.38 0.045029 3.39 1.48 4.18 1 575 20%MHHW+SLR Existing_MHHW+SLR 5 2.67 5.35 3.21 5.35 0.000008 0.15 174.91 426.59 0.02 575 0.5% AEP Mixed Existing_Mixed 2.2 2.67 9.4 3.02 9.4 0 0 3259 812.52 0 575 0.5% AEP Mixed Existing_Mixed+SLR 2.2 2.67 15.8 3.02 15.8 0 0 8865.5 888.38 0 575 10%MLLW Existing_MLLW 8.1 2.67 3.37 3.37 3.55 0.034487 3.51 2.92 11.03 0.91 575 10%MHHW Existing_MHHW 8.1 2.67 3.37 3.37 3.55 0.034487 3.51 2.92 11.03 0.91 575 10%MHHW+SLR Existing_MHHW+SLR 8.1 2.67 5.42 3.37 5.42 0.000015 0.21 209.9 490 0.02 575 4%MLLW Existing_MLLW 13 2.67 3.53 3.53 3.74 0.032031 3.85 5.01 14.72 0.9 575 4%MHHW Existing_MHHW 13 2.67 3.53 3.53 3.74 0.032031 3.85 5.01 14.72 0.9 575 4%MHHW+SLR Existing_MHHW+SLR 13 2.67 5.62 3.53 5.62 0.000018 0.24 315.44 608.22 0.03 575 2%MLLW Existing_MLLW 17.3 2.67 3.63 3.63 3.87 0.03301 4.2 6.61 17.48 0.93 575 2%MHHW Existing_MHHW 17.3 2.67 3.63 3.63 3.87 0.03301 4.2 6.61 17.48 0.93 575 2%MHHW+SLR Existing_MHHW+SLR 17.3 2.67 5.86 3.63 5.86 0.000012 0.21 479.24 709.98 0.02 575 1%MLLW Existing_MLLW 22.1 2.67 4.2 3.71 4.25 0.004051 2.11 24.2 38.79 0.35 575 1%MHHW Existing_MHHW 22.1 2.67 4.2 3.71 4.25 0.004051 2.11 24.2 38.79 0.35 575 1%MHHW+SLR Existing_MHHW+SLR 22.1 2.67 6.22 3.7 6.22 0.000006 0.16 743.78 770.31 0.02 575 0.2%MLLW Existing_MLLW 36.3 2.67 5.98 3.99 5.98 0.000035 0.37 563.05 734.91 0.04 575 0.2%MHHW Existing_MHHW 36.3 2.67 5.99 3.99 5.99 0.000034 0.36 570.54 737.58 0.04 575 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 2.67 7.41 3.99 7.41 0.000001 0.1 1673.1 785.72 0.01 556 100%MLLW 24ft_Bridge_MLLW 1 1.44 3.7 3.7 0.000005 0.04 30.2 21.87 0 556 100%MHHW 24ft_Bridge_MHHW 1 1.44 3.9 3.9 0.000004 0.03 36.13 33.4 0 556 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.44 6.2 6.2 0 0 743.83 762.72 0 556 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.44 8.1 8.1 0 0 2217.8 792.52 0 556 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.44 13.7 13.7 0 0 6999.2 888.38 0 556 50%MLLW 24ft_Bridge_MLLW 2.2 1.44 3.7 3.7 0.000026 0.08 30.23 21.89 0.01 556 50%MHHW 24ft_Bridge_MHHW 2.2 1.44 3.9 3.9 0.000018 0.07 36.16 33.42 0.01 556 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.44 6.2 6.2 0 0.01 743.84 762.72 0 556 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.44 7 7 0 0.01 1357.5 771.09 0 556 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.44 12.2 12.2 0 0 5666.7 888.38 0 556 20%MLLW 24ft_Bridge_MLLW 5 1.44 3.71 3.71 0.000133 0.18 30.39 22.03 0.02 556 20%MHHW 24ft_Bridge_MHHW 5 1.44 3.91 3.91 0.000093 0.16 36.3 33.48 0.02 556 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.44 6.2 6.2 0 0.02 743.84 762.72 0 556 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.44 9.6 9.6 0 0 3422.1 821.93 0 556 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.44 15.8 15.8 0 0 8864.8 888.38 0 556 10%MLLW 24ft_Bridge_MLLW 8.1 1.44 3.72 3.72 0.000341 0.29 30.71 22.49 0.04 556 10%MHHW 24ft_Bridge_MHHW 8.1 1.44 3.91 3.91 0.000241 0.26 36.58 33.61 0.03 556 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.44 6.2 6.2 0.000001 0.02 743.87 762.72 0 556 4%MLLW 24ft_Bridge_MLLW 13 1.44 3.76 3.76 0.000828 0.46 31.61 29.46 0.06 556 4%MHHW 24ft_Bridge_MHHW 13 1.44 3.93 3.94 0.000597 0.41 37.28 33.92 0.05 556 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.44 6.2 6.2 0.000002 0.04 743.92 762.72 0 556 2%MLLW 24ft_Bridge_MLLW 17.3 1.44 3.8 3.81 0.001372 0.59 32.88 31.14 0.07 556 2%MHHW 24ft_Bridge_MHHW 17.3 1.44 3.96 3.96 0.001007 0.53 38.14 34.3 0.06 556 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.44 6.2 6.2 0.000004 0.05 743.98 762.72 0 556 1%MLLW 24ft_Bridge_MLLW 22.1 1.44 3.86 3.86 0.002012 0.73 34.65 32.5 0.09 556 1%MHHW 24ft_Bridge_MHHW 22.1 1.44 3.99 4 0.001537 0.67 39.35 34.83 0.08 556 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.44 6.2 6.2 0.000007 0.07 744.07 762.73 0.01 556 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.44 4.06 4.07 0.003667 1.05 41.63 35.86 0.12 556 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.44 4.13 4.14 0.003223 1 44.14 36.96 0.11 556 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.44 6.2 6.2 0.000018 0.11 744.47 762.73 0.01 550 100%MLLW Existing_MLLW 1 0.36 0.43 550 100%MHHW Existing_MHHW 1 0.36 0.43 550 100%MHHW+SLR Existing_MHHW+SLR 1 0.24 0.24 550 2% AEP Mixed Existing_Mixed 2.2 0.52 0.52 550 2% AEP Mixed Existing_Mixed+SLR 2.2 0.09 0.09 550 50%MLLW Existing_MLLW 2.2 0.69 0.82 550 50%MHHW Existing_MHHW 2.2 0.69 0.82 550 50%MHHW+SLR Existing_MHHW+SLR 2.2 0.52 0.52 550 1% AEP Mixed Existing_Mixed 8.1 1.92 1.92 550 1% AEP Mixed Existing_Mixed+SLR 8.1 0.13 0.13 550 20%MLLW Existing_MLLW 5 1.4 1.62 550 20%MHHW Existing_MHHW 5 1.38 1.59 550 20%MHHW+SLR Existing_MHHW+SLR 5 1.19 1.19 550 0.5% AEP Mixed Existing_Mixed 2.2 0.08 0.08 550 0.5% AEP Mixed Existing_Mixed+SLR 2.2 0.12 0.12 550 10%MLLW Existing_MLLW 8.1 2.13 2.48 550 10%MHHW Existing_MHHW 8.1 2.13 2.48 550 10%MHHW+SLR Existing_MHHW+SLR 8.1 1.92 1.92 550 4%MLLW Existing_MLLW 13 3.21 3.82 550 4%MHHW Existing_MHHW 13 3.21 3.82 550 4%MHHW+SLR Existing_MHHW+SLR 13 3.09 3.09 550 2%MLLW Existing_MLLW 17.3 4.11 4.85 550 2%MHHW Existing_MHHW 17.3 4.11 4.85 550 2%MHHW+SLR Existing_MHHW+SLR 17.3 4.11 4.11 550 1%MLLW Existing_MLLW 22.1 5.25 5.94 550 1%MHHW Existing_MHHW 22.1 5.25 5.94 550 1%MHHW+SLR Existing_MHHW+SLR 22.1 5.25 5.25 550 0.2%MLLW Existing_MLLW 36.3 8.62 9.03 550 0.2%MHHW Existing_MHHW 36.3 8.62 9 550 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 7.97 7.97 545 100%MLLW 24ft_Bridge_MLLW 1 1.41 3.7 3.7 0.000003 0.03 40.68 30.61 0 545 100%MHHW 24ft_Bridge_MHHW 1 1.41 3.9 3.9 0.000002 0.02 47.2 34.91 0 545 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.41 6.2 6.2 0 0 896.86 782.09 0 545 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.41 8.1 8.1 0 0 2404.3 803.55 0 545 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.41 13.7 13.7 0 0 7269.3 902.71 0 545 50%MLLW 24ft_Bridge_MLLW 2.2 1.41 3.7 3.7 0.000014 0.06 40.71 30.62 0.01 545 50%MHHW 24ft_Bridge_MHHW 2.2 1.41 3.9 3.9 0.00001 0.05 47.22 34.93 0.01 545 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.41 6.2 6.2 0 0.01 896.87 782.09 0 545 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.41 7 7 0 0.01 1526.7 791.92 0 545 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.41 12.2 12.2 0 0 5915.2 902.08 0 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 11 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 545 20%MLLW 24ft_Bridge_MLLW 5 1.41 3.71 3.71 0.000072 0.14 40.91 30.7 0.02 545 20%MHHW 24ft_Bridge_MHHW 5 1.41 3.9 3.9 0.000051 0.12 47.35 35.01 0.01 545 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.41 6.2 6.2 0 0.01 896.87 782.09 0 545 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.41 9.6 9.6 0 0 3635 840.87 0 545 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.41 15.8 15.8 0 0 9165 902.71 0 545 10%MLLW 24ft_Bridge_MLLW 8.1 1.41 3.72 3.72 0.000185 0.22 41.31 30.86 0.03 545 10%MHHW 24ft_Bridge_MHHW 8.1 1.41 3.91 3.91 0.000132 0.2 47.6 35.19 0.02 545 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.41 6.2 6.2 0.000001 0.02 896.89 782.09 0 545 4%MLLW 24ft_Bridge_MLLW 13 1.41 3.75 3.75 0.00045 0.35 42.29 31.49 0.04 545 4%MHHW 24ft_Bridge_MHHW 13 1.41 3.93 3.93 0.00033 0.31 48.25 35.74 0.04 545 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.41 6.2 6.2 0.000001 0.03 896.94 782.09 0 545 2%MLLW 24ft_Bridge_MLLW 17.3 1.41 3.79 3.79 0.000746 0.45 43.5 32.36 0.05 545 2%MHHW 24ft_Bridge_MHHW 17.3 1.41 3.95 3.95 0.000563 0.41 49.06 36.45 0.05 545 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.41 6.2 6.2 0.000002 0.04 896.99 782.1 0 545 1%MLLW 24ft_Bridge_MLLW 22.1 1.41 3.84 3.85 0.001113 0.56 45.17 33.53 0.07 545 1%MHHW 24ft_Bridge_MHHW 22.1 1.41 3.98 3.99 0.000872 0.52 50.2 37.42 0.06 545 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.41 6.2 6.2 0.000004 0.05 897.07 782.1 0 545 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.41 4.03 4.04 0.002169 0.83 52.04 38.96 0.09 545 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.41 4.1 4.11 0.001924 0.8 54.94 41.41 0.09 545 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.41 6.2 6.2 0.00001 0.09 897.41 782.1 0.01 543 100%MLLW Existing_MLLW 1 2.2 2.54 2.48 2.58 0.023378 1.69 0.59 2.98 0.67 543 100%MHHW Existing_MHHW 1 2.2 2.54 2.48 2.58 0.023378 1.69 0.59 2.98 0.67 543 100%MHHW+SLR Existing_MHHW+SLR 1 2.2 5.3 5.3 0 0.01 236.08 478.26 0 543 2% AEP Mixed Existing_Mixed 2.2 2.2 6.3 6.3 0 0.01 932.87 778.67 0 543 2% AEP Mixed Existing_Mixed+SLR 2.2 2.2 13.7 13.7 0 0 7223.7 902.71 0 543 50%MLLW Existing_MLLW 2.2 2.2 2.67 2.6 2.74 0.022465 2.07 1.06 3.8 0.69 543 50%MHHW Existing_MHHW 2.2 2.2 2.67 2.6 2.74 0.022465 2.07 1.06 3.8 0.69 543 50%MHHW+SLR Existing_MHHW+SLR 2.2 2.2 5.3 5.3 0 0.03 236.08 478.26 0 543 1% AEP Mixed Existing_Mixed 8.1 2.2 4.8 4.8 0.000015 0.17 74.46 143.88 0.02 543 1% AEP Mixed Existing_Mixed+SLR 8.1 2.2 12.2 12.2 0 0 5869.7 902.09 0 543 20%MLLW Existing_MLLW 5 2.2 2.82 2.82 2.95 0.047706 2.89 1.73 6.66 1 543 20%MHHW Existing_MHHW 5 2.2 2.89 2.82 2.96 0.025186 2.19 2.29 8.31 0.73 543 20%MHHW+SLR Existing_MHHW+SLR 5 2.2 5.3 5.3 0.000001 0.07 236.09 478.27 0.01 543 0.5% AEP Mixed Existing_Mixed 2.2 2.2 9.4 9.4 0 0 3421.7 836.23 0 543 0.5% AEP Mixed Existing_Mixed+SLR 2.2 2.2 15.8 15.8 0 0 9119.4 902.71 0 543 10%MLLW Existing_MLLW 8.1 2.2 2.93 2.93 3.08 0.045865 3.07 2.64 9.01 1 543 10%MHHW Existing_MHHW 8.1 2.2 2.93 2.93 3.08 0.045865 3.07 2.64 9.01 1 543 10%MHHW+SLR Existing_MHHW+SLR 8.1 2.2 5.3 5.3 0.000004 0.11 236.1 478.28 0.01 543 4%MLLW Existing_MLLW 13 2.2 3.05 3.05 3.23 0.044685 3.4 3.83 11.07 1.02 543 4%MHHW Existing_MHHW 13 2.2 3.05 3.05 3.23 0.044685 3.4 3.83 11.07 1.02 543 4%MHHW+SLR Existing_MHHW+SLR 13 2.2 5.3 5.3 0.00001 0.17 236.13 478.3 0.02 543 2%MLLW Existing_MLLW 17.3 2.2 3.13 3.13 3.33 0.043357 3.61 4.79 12.37 1.02 543 2%MHHW Existing_MHHW 17.3 2.2 3.13 3.13 3.33 0.043357 3.61 4.79 12.37 1.02 543 2%MHHW+SLR Existing_MHHW+SLR 17.3 2.2 5.3 5.3 0.000018 0.23 236.16 478.33 0.03 543 1%MLLW Existing_MLLW 22.1 2.2 3.21 3.21 3.43 0.041601 3.81 5.8 13.4 1.02 543 1%MHHW Existing_MHHW 22.1 2.2 3.21 3.21 3.43 0.041601 3.81 5.8 13.4 1.02 543 1%MHHW+SLR Existing_MHHW+SLR 22.1 2.2 5.3 5.3 0.000029 0.29 236.2 478.38 0.04 543 0.2%MLLW Existing_MLLW 36.3 2.2 3.4 3.4 3.68 0.039072 4.24 8.56 16.04 1.02 543 0.2%MHHW Existing_MHHW 36.3 2.2 3.41 3.4 3.68 0.037179 4.16 8.72 16.2 1 543 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 2.2 5.3 5.3 0.000079 0.48 236.41 478.58 0.06 517 100%MLLW Existing_MLLW 1 1.44 1.71 1.71 1.77 0.044083 1.92 0.52 3.53 0.88 517 100%MHHW Existing_MHHW 1 1.44 1.71 1.71 1.77 0.044083 1.92 0.52 3.53 0.88 517 100%MHHW+SLR Existing_MHHW+SLR 1 1.44 5.3 5.3 0 0.01 544.32 709.98 0 517 2% AEP Mixed Existing_Mixed 2.2 1.44 6.3 6.3 0 0.01 1324 798.52 0 517 2% AEP Mixed Existing_Mixed+SLR 2.2 1.44 13.7 13.7 0 0 7643.5 892.79 0 517 100%MLLW 24ft_Bridge_MLLW 1 1.41 3.7 3.7 0.000007 0.04 26.1 17.99 0.01 517 100%MHHW 24ft_Bridge_MHHW 1 1.41 3.9 3.9 0.000005 0.04 30.95 33.54 0 517 100%MLLW 24ft_Bridge_MHHW+SLR 1 1.41 6.2 6.2 0 0 1216.1 786.23 0 517 2% AEP Mixed 24ft_Bridge_Mixed 2.2 1.41 8.1 8.1 0 0 2739.5 817.6 0 517 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.41 13.7 13.7 0 0 7613.3 892.79 0 517 50%MLLW Existing_MLLW 2.2 1.44 1.8 1.8 1.9 0.050985 2.55 0.86 4.23 1 517 50%MHHW Existing_MHHW 2.2 1.44 1.8 1.8 1.9 0.050985 2.55 0.86 4.23 1 517 50%MHHW+SLR Existing_MHHW+SLR 2.2 1.44 5.3 5.3 0 0.02 544.33 709.98 0 517 1% AEP Mixed Existing_Mixed 8.1 1.44 4.8 4.8 0.000005 0.12 254.51 427.17 0.01 517 1% AEP Mixed Existing_Mixed+SLR 8.1 1.44 12.2 12.2 0 0 6304.3 892.79 0 517 50%MLLW 24ft_Bridge_MLLW 2.2 1.41 3.7 3.7 0.000036 0.1 26.11 18 0.01 517 50%MHHW 24ft_Bridge_MHHW 2.2 1.41 3.9 3.9 0.000025 0.09 30.96 33.78 0.01 517 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 1.41 6.2 6.2 0 0 1216.1 786.23 0 517 1% AEP Mixed 24ft_Bridge_Mixed 8.1 1.41 7 7 0 0.01 1850.4 799.49 0 517 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 1.41 12.2 12.2 0 0 6274.1 892.79 0 517 20%MLLW Existing_MLLW 5 1.44 2.05 1.95 2.13 0.02089 2.28 2.19 6.49 0.69 517 20%MHHW Existing_MHHW 5 1.44 1.95 1.95 2.1 0.0466 3.13 1.6 5.37 1.01 517 20%MHHW+SLR Existing_MHHW+SLR 5 1.44 5.3 5.3 0 0.04 544.34 709.99 0 517 0.5% AEP Mixed Existing_Mixed 2.2 1.44 9.4 9.4 0 0 3857.9 853.34 0 517 0.5% AEP Mixed Existing_Mixed+SLR 2.2 1.44 15.8 15.8 0 0 9518.4 892.79 0 517 20%MLLW 24ft_Bridge_MLLW 5 1.41 3.7 3.71 0.000184 0.22 26.18 18.03 0.03 517 20%MHHW 24ft_Bridge_MHHW 5 1.41 3.9 3.9 0.000129 0.19 31.02 35.03 0.02 517 20%MLLW 24ft_Bridge_MHHW+SLR 5 1.41 6.2 6.2 0 0.01 1216.1 786.23 0 517 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 1.41 9.6 9.6 0 0 3998.5 855.56 0 517 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 1.41 15.8 15.8 0 0 9488.1 892.79 0 517 10%MLLW Existing_MLLW 8.1 1.44 2.26 2.09 2.34 0.012166 2.18 3.71 7.77 0.56 517 10%MHHW Existing_MHHW 8.1 1.44 2.26 2.09 2.34 0.012261 2.19 3.7 7.76 0.56 517 10%MHHW+SLR Existing_MHHW+SLR 8.1 1.44 5.3 5.3 0.000001 0.07 544.36 710 0.01 517 10%MLLW 24ft_Bridge_MLLW 8.1 1.41 3.71 3.71 0.000476 0.35 26.31 18.1 0.04 517 10%MHHW 24ft_Bridge_MHHW 8.1 1.41 3.91 3.91 0.000337 0.31 31.14 37.56 0.04 517 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 1.41 6.2 6.2 0 0.01 1216.1 786.23 0 517 4%MLLW Existing_MLLW 13 1.44 2.52 2.22 2.59 0.008651 2.22 5.85 9.2 0.49 517 4%MHHW Existing_MHHW 13 1.44 2.56 2.22 2.63 0.007185 2.07 6.31 12.58 0.45 517 4%MHHW+SLR Existing_MHHW+SLR 13 1.44 5.3 5.3 0.000003 0.12 544.42 710.02 0.01 517 4%MLLW 24ft_Bridge_MLLW 13 1.41 3.73 3.73 0.001185 0.56 26.65 18.28 0.07 517 4%MHHW 24ft_Bridge_MHHW 13 1.41 3.91 3.92 0.000855 0.5 31.48 42.03 0.06 517 4%MLLW 24ft_Bridge_MHHW+SLR 13 1.41 6.2 6.2 0.000001 0.02 1216.1 786.23 0 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 12 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 517 2%MLLW Existing_MLLW 17.3 1.44 2.7 2.33 2.78 0.007389 2.24 8.35 16.29 0.46 517 2%MHHW Existing_MHHW 17.3 1.44 2.74 2.33 2.81 0.006277 2.12 9.04 17.03 0.43 517 2%MHHW+SLR Existing_MHHW+SLR 17.3 1.44 5.3 5.3 0.000006 0.15 544.49 710.05 0.02 517 2%MLLW 24ft_Bridge_MLLW 17.3 1.41 3.75 3.76 0.002016 0.73 27.07 18.45 0.09 517 2%MHHW 24ft_Bridge_MHHW 17.3 1.41 3.92 3.93 0.001484 0.66 31.95 46.46 0.08 517 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 1.41 6.2 6.2 0.000001 0.03 1216.2 786.23 0 517 1%MLLW Existing_MLLW 22.1 1.44 2.86 2.43 2.94 0.006599 2.3 11.13 18.56 0.45 517 1%MHHW Existing_MHHW 22.1 1.44 2.9 2.43 2.97 0.005773 2.19 11.84 19.02 0.42 517 1%MHHW+SLR Existing_MHHW+SLR 22.1 1.44 5.3 5.3 0.000009 0.2 544.59 710.1 0.02 517 1%MLLW 24ft_Bridge_MLLW 22.1 1.41 3.78 3.8 0.003108 0.92 27.66 19.21 0.11 517 1%MHHW 24ft_Bridge_MHHW 22.1 1.41 3.94 3.95 0.002352 0.84 32.69 50.47 0.1 517 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 1.41 6.2 6.2 0.000002 0.04 1216.2 786.23 0 517 0.2%MLLW Existing_MLLW 36.3 1.44 3.22 2.7 3.31 0.005622 2.47 18.46 22.04 0.43 517 0.2%MHHW Existing_MHHW 36.3 1.44 3.24 3.33 0.005243 2.4 19.01 22.27 0.41 517 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 1.44 5.3 5.3 0.000025 0.32 545.04 710.29 0.03 517 0.2%MLLW 24ft_Bridge_MLLW 36.3 1.41 3.92 3.94 0.006648 1.4 31.55 42.46 0.16 517 0.2%MHHW 24ft_Bridge_MHHW 36.3 1.41 4 4.03 0.005553 1.31 37.17 94.27 0.15 517 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 1.41 6.2 6.2 0.000005 0.06 1216.5 786.24 0 328 100%MLLW Existing_MLLW 1 0.11 0.67 -0.05 0.67 0.001071 0.43 3.74 7.72 0.14 328 100%MHHW Existing_MHHW 1 0.11 1.3 -0.05 1.3 0.000049 0.15 10.49 13.38 0.03 328 100%MHHW+SLR Existing_MHHW+SLR 1 0.11 5.3 5.3 0 0 1222.9 757.93 0 328 2% AEP Mixed Existing_Mixed 2.2 0.11 6.3 6.3 0 0 2005.6 802.67 0 328 2% AEP Mixed Existing_Mixed+SLR 2.2 0.11 13.7 13.7 0 0 8616.3 954.27 0 328 100%MLLW 24ft_Bridge_MLLW 1 2.84 3.7 3.7 0 0.01 226.89 376.53 0 328 100%MHHW 24ft_Bridge_MHHW 1 2.84 3.9 3.9 0 0 312.96 469.65 0 328 100%MLLW 24ft_Bridge_MHHW+SLR 1 2.84 6.2 6.2 0 0 1836.6 792.18 0 328 2% AEP Mixed 24ft_Bridge_Mixed 2.2 2.84 8.1 8.1 0 0 3407.6 845.88 0 328 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.84 13.7 13.7 0 0 8515.8 954.31 0 328 50%MLLW Existing_MLLW 2.2 0.11 0.84 0.1 0.85 0.001919 0.69 5.21 9.31 0.2 328 50%MHHW Existing_MHHW 2.2 0.11 1.3 0.1 1.31 0.000234 0.34 10.54 13.41 0.08 328 50%MHHW+SLR Existing_MHHW+SLR 2.2 0.11 5.3 5.3 0 0.01 1222.9 757.93 0 328 1% AEP Mixed Existing_Mixed 8.1 0.11 4.8 4.8 0 0.04 872.81 645.83 0 328 1% AEP Mixed Existing_Mixed+SLR 8.1 0.11 12.2 12.2 0 0 7193.4 941.02 0 328 50%MLLW 24ft_Bridge_MLLW 2.2 2.84 3.7 3.7 0.000002 0.01 226.92 376.57 0 328 50%MHHW 24ft_Bridge_MHHW 2.2 2.84 3.9 3.9 0.000001 0.01 312.98 469.66 0 328 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 2.84 6.2 6.2 0 0 1836.6 792.18 0 328 1% AEP Mixed 24ft_Bridge_Mixed 8.1 2.84 7 7 0 0 2485.6 829.1 0 328 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 2.84 12.2 12.2 0 0 7092.9 941.06 0 328 20%MLLW Existing_MLLW 5 0.11 1.16 1.17 0.002201 0.94 8.64 12.2 0.23 328 20%MHHW Existing_MHHW 5 0.11 1.32 0.3 1.33 0.001127 0.74 10.79 13.54 0.17 328 20%MHHW+SLR Existing_MHHW+SLR 5 0.11 5.3 5.3 0 0.02 1222.9 757.93 0 328 0.5% AEP Mixed Existing_Mixed 2.2 0.11 9.4 9.4 0 0 4621.4 882.36 0 328 0.5% AEP Mixed Existing_Mixed+SLR 2.2 0.11 15.8 15.8 0 0 10659 982.87 0 328 20%MLLW 24ft_Bridge_MLLW 5 2.84 3.7 3.7 0.000009 0.03 227.06 376.78 0.01 328 20%MHHW 24ft_Bridge_MHHW 5 2.84 3.9 3.9 0.000004 0.02 313.06 469.68 0 328 20%MLLW 24ft_Bridge_MHHW+SLR 5 2.84 6.2 6.2 0 0 1836.6 792.18 0 328 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 2.84 9.6 9.6 0 0 4699.2 894.84 0 328 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.84 15.8 15.8 0 0 10559 982.87 0 328 10%MLLW Existing_MLLW 8.1 0.11 1.36 1.37 0.002719 1.18 11.24 14.46 0.26 328 10%MHHW Existing_MHHW 8.1 0.11 1.36 1.37 0.002696 1.17 11.27 14.48 0.26 328 10%MHHW+SLR Existing_MHHW+SLR 8.1 0.11 5.3 5.3 0 0.03 1222.9 757.93 0 328 10%MLLW 24ft_Bridge_MLLW 8.1 2.84 3.7 3.7 0.000023 0.04 227.35 377.2 0.01 328 10%MHHW 24ft_Bridge_MHHW 8.1 2.84 3.9 3.9 0.000011 0.03 313.22 469.74 0.01 328 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 2.84 6.2 6.2 0 0.01 1836.6 792.18 0 328 4%MLLW Existing_MLLW 13 0.11 1.53 1.56 0.003713 1.5 13.92 15.89 0.31 328 4%MHHW Existing_MHHW 13 0.11 1.44 1.47 0.005201 1.69 12.43 15.16 0.37 328 4%MHHW+SLR Existing_MHHW+SLR 13 0.11 5.3 5.3 0 0.05 1222.9 757.93 0 328 4%MLLW 24ft_Bridge_MLLW 13 2.84 3.7 3.7 0.00006 0.07 228.08 378.26 0.01 328 4%MHHW 24ft_Bridge_MHHW 13 2.84 3.9 3.9 0.000027 0.05 313.64 469.89 0.01 328 4%MLLW 24ft_Bridge_MHHW+SLR 13 2.84 6.2 6.2 0 0.01 1836.6 792.18 0 328 2%MLLW Existing_MLLW 17.3 0.11 1.64 1.67 0.004639 1.76 15.64 16.64 0.35 328 2%MHHW Existing_MHHW 17.3 0.11 1.52 1.56 0.006913 2.03 13.69 15.79 0.43 328 2%MHHW+SLR Existing_MHHW+SLR 17.3 0.11 5.3 5.3 0.000001 0.06 1222.9 757.93 0.01 328 2%MLLW 24ft_Bridge_MLLW 17.3 2.84 3.71 3.71 0.000105 0.09 229.01 379.6 0.02 328 2%MHHW 24ft_Bridge_MHHW 17.3 2.84 3.9 3.9 0.000048 0.07 314.16 470.07 0.01 328 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 2.84 6.2 6.2 0 0.01 1836.6 792.18 0 328 1%MLLW Existing_MLLW 22.1 0.11 1.73 1.78 0.005682 2.02 17.21 17.3 0.4 328 1%MHHW Existing_MHHW 22.1 0.11 1.61 1.67 0.008289 2.32 15.17 16.44 0.47 328 1%MHHW+SLR Existing_MHHW+SLR 22.1 0.11 5.3 5.3 0.000001 0.08 1223 757.94 0.01 328 1%MLLW 24ft_Bridge_MLLW 22.1 2.84 3.71 3.71 0.000168 0.11 230.33 381.5 0.02 328 1%MHHW 24ft_Bridge_MHHW 22.1 2.84 3.9 3.9 0.000078 0.09 314.92 470.33 0.02 328 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 2.84 6.2 6.2 0 0.02 1836.6 792.18 0 328 0.2%MLLW Existing_MLLW 36.3 0.11 1.96 2.04 0.008038 2.63 21.4 19.05 0.48 328 0.2%MHHW Existing_MHHW 36.3 0.11 1.85 1.94 0.010958 2.94 19.27 18.13 0.56 328 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 0.11 5.3 5.3 0.000003 0.13 1223 757.94 0.01 328 0.2%MLLW 24ft_Bridge_MLLW 36.3 2.84 3.72 3.72 0.000437 0.19 236.11 390.69 0.04 328 0.2%MHHW 24ft_Bridge_MHHW 36.3 2.84 3.91 3.91 0.000203 0.14 318.19 471.56 0.03 328 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 2.84 6.2 6.2 0.000001 0.03 1836.6 792.18 0 130 100%MLLW Existing_MLLW 1 -0.12 0.6 0.6 0.000169 0.18 5.45 19.01 0.06 130 100%MHHW Existing_MHHW 1 -0.12 1.3 1.3 0.000002 0.03 35.61 61.8 0.01 130 100%MHHW+SLR Existing_MHHW+SLR 1 -0.12 5.3 5.3 0 0 1848.7 863.63 0 130 2% AEP Mixed Existing_Mixed 2.2 -0.12 6.3 6.3 0 0 2732.1 899.06 0 130 2% AEP Mixed Existing_Mixed+SLR 2.2 -0.12 13.7 13.7 0 0 9779.1 991.67 0 130 100%MLLW 24ft_Bridge_MLLW 1 2.62 3.7 3.7 0 0 363.69 607.03 0 130 100%MHHW 24ft_Bridge_MHHW 1 2.62 3.9 3.9 0 0 499.9 730.56 0 130 100%MLLW 24ft_Bridge_MHHW+SLR 1 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 2% AEP Mixed 24ft_Bridge_Mixed 2.2 2.62 8.1 8.1 0 0 4151.4 932.96 0 130 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.62 13.7 13.7 0 0 9551.2 991.7 0 130 50%MLLW Existing_MLLW 2.2 -0.12 0.62 0.62 0.000765 0.39 5.69 20.21 0.13 130 50%MHHW Existing_MHHW 2.2 -0.12 1.3 1.3 0.000007 0.06 35.66 61.85 0.01 130 50%MHHW+SLR Existing_MHHW+SLR 2.2 -0.12 5.3 5.3 0 0 1848.7 863.63 0 130 1% AEP Mixed Existing_Mixed 8.1 -0.12 4.8 4.8 0 0.01 1420.8 845.6 0 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 13 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 130 1% AEP Mixed Existing_Mixed+SLR 8.1 -0.12 12.2 12.2 0 0 8302.2 976.92 0 130 50%MLLW 24ft_Bridge_MLLW 2.2 2.62 3.7 3.7 0 0.01 363.7 607.04 0 130 50%MHHW 24ft_Bridge_MHHW 2.2 2.62 3.9 3.9 0 0.01 499.9 730.57 0 130 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 1% AEP Mixed 24ft_Bridge_Mixed 8.1 2.62 7 7 0 0 3137.5 909.84 0 130 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 2.62 12.2 12.2 0 0 8074.3 976.96 0 130 20%MLLW Existing_MLLW 5 -0.12 0.68 0.68 0.002635 0.7 7.11 26.06 0.24 130 20%MHHW Existing_MHHW 5 -0.12 1.31 1.31 0.000037 0.14 35.94 62.14 0.03 130 20%MHHW+SLR Existing_MHHW+SLR 5 -0.12 5.3 5.3 0 0.01 1848.7 863.63 0 130 0.5% AEP Mixed Existing_Mixed 2.2 -0.12 9.4 9.4 0 0 5605.1 950.93 0 130 0.5% AEP Mixed Existing_Mixed+SLR 2.2 -0.12 15.8 15.8 0 0 11885 1016.57 0 130 20%MLLW 24ft_Bridge_MLLW 5 2.62 3.7 3.7 0.000001 0.02 363.76 607.08 0 130 20%MHHW 24ft_Bridge_MHHW 5 2.62 3.9 3.9 0 0.02 499.94 730.6 0 130 20%MLLW 24ft_Bridge_MHHW+SLR 5 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 2.62 9.6 9.6 0 0 5567.6 952.82 0 130 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.62 15.8 15.8 0 0 11657 1016.62 0 130 10%MLLW Existing_MLLW 8.1 -0.12 0.77 0.78 0.003364 0.82 9.89 34.78 0.27 130 10%MHHW Existing_MHHW 8.1 -0.12 1.31 1.32 0.000094 0.22 36.49 62.7 0.05 130 10%MHHW+SLR Existing_MHHW+SLR 8.1 -0.12 5.3 5.3 0 0.01 1848.7 863.63 0 130 10%MLLW 24ft_Bridge_MLLW 8.1 2.62 3.7 3.7 0.000002 0.03 363.89 607.17 0.01 130 10%MHHW 24ft_Bridge_MHHW 8.1 2.62 3.9 3.9 0.000001 0.03 500.01 730.66 0 130 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 4%MLLW Existing_MLLW 13 -0.12 0.9 0.91 0.002852 0.87 14.97 42.66 0.26 130 4%MHHW Existing_MHHW 13 -0.12 1.34 1.34 0.000222 0.34 37.83 64.06 0.08 130 4%MHHW+SLR Existing_MHHW+SLR 13 -0.12 5.3 5.3 0 0.02 1848.7 863.63 0 130 4%MLLW 24ft_Bridge_MLLW 13 2.62 3.7 3.7 0.000005 0.05 364.2 607.41 0.01 130 4%MHHW 24ft_Bridge_MHHW 13 2.62 3.9 3.9 0.000002 0.04 500.18 730.82 0.01 130 4%MLLW 24ft_Bridge_MHHW+SLR 13 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 2%MLLW Existing_MLLW 17.3 -0.12 0.99 1 0.002552 0.91 19 46.41 0.25 130 2%MHHW Existing_MHHW 17.3 -0.12 1.36 1.36 0.000354 0.44 39.42 65.62 0.1 130 2%MHHW+SLR Existing_MHHW+SLR 17.3 -0.12 5.3 5.3 0 0.02 1848.7 863.63 0 130 2%MLLW 24ft_Bridge_MLLW 17.3 2.62 3.7 3.7 0.000009 0.07 364.59 607.7 0.01 130 2%MHHW 24ft_Bridge_MHHW 17.3 2.62 3.9 3.9 0.000004 0.05 500.4 731.02 0.01 130 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 1%MLLW Existing_MLLW 22.1 -0.12 1.08 1.09 0.002299 0.94 23.39 49.89 0.24 130 1%MHHW Existing_MHHW 22.1 -0.12 1.39 1.4 0.000502 0.53 41.5 67.22 0.12 130 1%MHHW+SLR Existing_MHHW+SLR 22.1 -0.12 5.3 5.3 0 0.03 1848.8 863.63 0 130 1%MLLW 24ft_Bridge_MLLW 22.1 2.62 3.7 3.7 0.000014 0.09 365.16 608.12 0.02 130 1%MHHW 24ft_Bridge_MHHW 22.1 2.62 3.9 3.9 0.000006 0.07 500.72 731.3 0.01 130 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 2.62 6.2 6.2 0 0.02 2417.7 888.73 0 130 0.2%MLLW Existing_MLLW 36.3 -0.12 1.3 1.32 0.001984 1.01 35.86 62.05 0.23 130 0.2%MHHW Existing_MHHW 36.3 -0.12 1.5 1.5 0.00085 0.75 48.73 70.72 0.16 130 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 -0.12 5.3 5.3 0 0.04 1848.8 863.63 0 130 0.2%MLLW 24ft_Bridge_MLLW 36.3 2.62 3.71 3.71 0.000037 0.14 367.64 609.95 0.03 130 0.2%MHHW 24ft_Bridge_MHHW 36.3 2.62 3.9 3.9 0.000017 0.11 502.12 732.56 0.02 130 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 2.62 6.2 6.2 0 0.03 2417.8 888.73 0 0 100%MLLW Existing_MLLW 1 -1.49 0.6 -1.07 0.6 0.000011 0.09 11.16 13.27 0.02 0 100%MHHW Existing_MHHW 1 -1.49 1.3 -1.07 1.3 0.000002 0.04 27.63 34.28 0.01 0 100%MHHW+SLR Existing_MHHW+SLR 1 -1.49 5.3 -1.07 5.3 0 0 1260.1 651.81 0 0 2% AEP Mixed Existing_Mixed 2.2 -1.49 6.3 -0.91 6.3 0 0 1923.5 673.91 0 0 2% AEP Mixed Existing_Mixed+SLR 2.2 -1.49 13.7 -0.91 13.7 0 0 7402.8 790.5 0 0 100%MLLW 24ft_Bridge_MLLW 1 2.4 3.7 2.5 3.7 0 0.01 288.26 436.39 0 0 100%MHHW 24ft_Bridge_MHHW 1 2.4 3.9 2.5 3.9 0 0.01 379.88 474.47 0 0 100%MLLW 24ft_Bridge_MHHW+SLR 1 2.4 6.2 2.5 6.2 0 0 1797.4 666.93 0 0 2% AEP Mixed 24ft_Bridge_Mixed 2.2 2.4 8.1 2.53 8.1 0 0 3114.8 713.71 0 0 2% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.4 13.7 2.53 13.7 0 0 7342.8 790.5 0 0 50%MLLW Existing_MLLW 2.2 -1.49 0.6 -0.91 0.6 0.000052 0.2 11.16 13.27 0.04 0 50%MHHW Existing_MHHW 2.2 -1.49 1.3 -0.91 1.3 0.000008 0.09 27.63 34.28 0.02 0 50%MHHW+SLR Existing_MHHW+SLR 2.2 -1.49 5.3 -0.91 5.3 0 0 1260.1 651.81 0 0 1% AEP Mixed Existing_Mixed 8.1 -1.49 4.8 -0.53 4.8 0 0.02 938.24 633.05 0 0 1% AEP Mixed Existing_Mixed+SLR 8.1 -1.49 12.2 -0.53 12.2 0 0 6222.1 783.06 0 0 50%MLLW 24ft_Bridge_MLLW 2.2 2.4 3.7 2.53 3.7 0 0.02 288.26 436.39 0 0 50%MHHW 24ft_Bridge_MHHW 2.2 2.4 3.9 2.53 3.9 0 0.01 379.88 474.47 0 0 50%MLLW 24ft_Bridge_MHHW+SLR 2.2 2.4 6.2 2.53 6.2 0 0 1797.4 666.93 0 0 1% AEP Mixed 24ft_Bridge_Mixed 8.1 2.4 7 2.63 7 0 0.01 2341 690.29 0 0 1% AEP Mixed 24ft_Bridge_Mixed+SLR 8.1 2.4 12.2 2.63 12.2 0 0 6162.1 783.09 0 0 20%MLLW Existing_MLLW 5 -1.49 0.6 -0.7 0.6 0.00027 0.45 11.16 13.27 0.09 0 20%MHHW Existing_MHHW 5 -1.49 1.3 -0.7 1.3 0.000044 0.19 27.63 34.28 0.04 0 20%MHHW+SLR Existing_MHHW+SLR 5 -1.49 5.3 -0.7 5.3 0 0.01 1260.1 651.81 0 0 0.5% AEP Mixed Existing_Mixed 2.2 -1.49 9.4 -0.91 9.4 0 0 4112.8 730.71 0 0 0.5% AEP Mixed Existing_Mixed+SLR 2.2 -1.49 15.8 -0.91 15.8 0 0 9070.2 797.41 0 0 20%MLLW 24ft_Bridge_MLLW 5 2.4 3.7 2.58 3.7 0.000001 0.04 288.26 436.39 0.01 0 20%MHHW 24ft_Bridge_MHHW 5 2.4 3.9 2.58 3.9 0.000001 0.03 379.88 474.47 0 0 20%MLLW 24ft_Bridge_MHHW+SLR 5 2.4 6.2 2.58 6.2 0 0.01 1797.4 666.93 0 0 0.5% AEP Mixed 24ft_Bridge_Mixed 2.2 2.4 9.6 2.53 9.6 0 0 4199.1 732.99 0 0 0.5% AEP Mixed 24ft_Bridge_Mixed+SLR 2.2 2.4 15.8 2.53 15.8 0 0 9010.2 797.38 0 0 10%MLLW Existing_MLLW 8.1 -1.49 0.6 -0.53 0.61 0.000708 0.73 11.16 13.27 0.14 0 10%MHHW Existing_MHHW 8.1 -1.49 1.3 -0.53 1.3 0.000114 0.31 27.63 34.28 0.06 0 10%MHHW+SLR Existing_MHHW+SLR 8.1 -1.49 5.3 -0.53 5.3 0 0.02 1260.1 651.81 0 0 10%MLLW 24ft_Bridge_MLLW 8.1 2.4 3.7 2.63 3.7 0.000003 0.06 288.26 436.39 0.01 0 10%MHHW 24ft_Bridge_MHHW 8.1 2.4 3.9 2.63 3.9 0.000001 0.04 379.88 474.47 0.01 0 10%MLLW 24ft_Bridge_MHHW+SLR 8.1 2.4 6.2 2.63 6.2 0 0.01 1797.4 666.93 0 0 4%MLLW Existing_MLLW 13 -1.49 0.6 -0.32 0.62 0.001825 1.16 11.16 13.27 0.22 0 4%MHHW Existing_MHHW 13 -1.49 1.3 -0.32 1.3 0.000294 0.5 27.63 34.28 0.09 0 4%MHHW+SLR Existing_MHHW+SLR 13 -1.49 5.3 -0.32 5.3 0 0.03 1260.1 651.81 0 0 4%MLLW 24ft_Bridge_MLLW 13 2.4 3.7 2.68 3.7 0.000008 0.09 288.26 436.39 0.02 0 4%MHHW 24ft_Bridge_MHHW 13 2.4 3.9 2.68 3.9 0.000004 0.07 379.88 474.47 0.01 0 4%MLLW 24ft_Bridge_MHHW+SLR 13 2.4 6.2 2.68 6.2 0 0.02 1797.4 666.93 0 0 2%MLLW Existing_MLLW 17.3 -1.49 0.6 -0.18 0.64 0.003232 1.55 11.16 13.27 0.3 0 2%MHHW Existing_MHHW 17.3 -1.49 1.3 -0.18 1.31 0.000521 0.67 27.63 34.28 0.12 0 2%MHHW+SLR Existing_MHHW+SLR 17.3 -1.49 5.3 -0.18 5.3 0 0.04 1260.1 651.81 0 0 2%MLLW 24ft_Bridge_MLLW 17.3 2.4 3.7 2.71 3.7 0.000014 0.12 288.26 436.39 0.02 0 2%MHHW 24ft_Bridge_MHHW 17.3 2.4 3.9 2.71 3.9 0.000007 0.09 379.88 474.47 0.01 TABLE C-1 HEC-RAS Steady Flow Analysis Results Existing Conditions 14 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 2%MLLW 24ft_Bridge_MHHW+SLR 17.3 2.4 6.2 2.71 6.2 0 0.02 1797.4 666.93 0 0 1%MLLW Existing_MLLW 22.1 -1.49 0.6 -0.05 0.66 0.005274 1.98 11.16 13.27 0.38 0 1%MHHW Existing_MHHW 22.1 -1.49 1.3 -0.05 1.31 0.00085 0.86 27.63 34.28 0.16 0 1%MHHW+SLR Existing_MHHW+SLR 22.1 -1.49 5.3 -0.05 5.3 0 0.05 1260.1 651.81 0 0 1%MLLW 24ft_Bridge_MLLW 22.1 2.4 3.7 2.74 3.7 0.000024 0.16 288.26 436.39 0.03 0 1%MHHW 24ft_Bridge_MHHW 22.1 2.4 3.9 2.74 3.9 0.000011 0.12 379.88 474.47 0.02 0 1%MLLW 24ft_Bridge_MHHW+SLR 22.1 2.4 6.2 2.74 6.2 0 0.03 1797.4 666.93 0 0 0.2%MLLW Existing_MLLW 36.3 -1.49 0.6 0.25 0.76 0.014228 3.25 11.16 13.27 0.62 0 0.2%MHHW Existing_MHHW 36.3 -1.49 1.3 0.25 1.33 0.002294 1.4 27.63 34.28 0.26 0 0.2%MHHW+SLR Existing_MHHW+SLR 36.3 -1.49 5.3 0.25 5.3 0.000001 0.07 1260.1 651.81 0.01 0 0.2%MLLW 24ft_Bridge_MLLW 36.3 2.4 3.7 2.83 3.7 0.000064 0.26 288.26 436.39 0.04 0 0.2%MHHW 24ft_Bridge_MHHW 36.3 2.4 3.9 2.83 3.9 0.00003 0.2 379.88 474.47 0.03 0 0.2%MLLW 24ft_Bridge_MHHW+SLR 36.3 2.4 6.2 2.83 6.2 0 0.04 1797.4 666.93 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 15 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1203 Max WS Existing_TypTide+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.14 12.88 0.01 1203 Max WS Existing_10%Surge+Baseflow 0.31 3.09 6.41 6.41 0 0 788.9 615.64 0 1203 Max WS Existing_4%Surge+Baseflow 0.31 3.09 7.5 7.5 0 0 1468.5 633.67 0 1203 Max WS Existing_2%Surge+Baseflow 0.31 3.09 8.21 8.21 0 0 1922.8 642.28 0 1203 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.75 11.26 0.02 1203 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.75 11.26 0.02 1203 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.75 11.26 0.02 1203 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.75 11.26 0.02 1203 15MAY2024 0100 Existing_TypTide+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 0100 Existing_10%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 0100 Existing_4%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 0100 Existing_2%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 0200 Existing_TypTide+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 0200 Existing_10%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 0200 Existing_4%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 0200 Existing_2%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 0300 Existing_TypTide+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 0300 Existing_10%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 0300 Existing_4%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 0300 Existing_2%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 0400 Existing_TypTide+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 0400 Existing_10%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 0400 Existing_4%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 0400 Existing_2%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 0500 Existing_TypTide+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 0500 Existing_10%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 0500 Existing_4%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 0500 Existing_2%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 0600 Existing_TypTide+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 0600 Existing_10%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 0600 Existing_4%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 0600 Existing_2%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 0700 Existing_TypTide+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 15MAY2024 0700 Existing_10%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 15MAY2024 0700 Existing_4%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 15MAY2024 0700 Existing_2%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 15MAY2024 0800 Existing_TypTide+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 15MAY2024 0800 Existing_10%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 15MAY2024 0800 Existing_4%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 15MAY2024 0800 Existing_2%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 15MAY2024 0900 Existing_TypTide+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 15MAY2024 0900 Existing_10%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 15MAY2024 0900 Existing_4%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 15MAY2024 0900 Existing_2%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 15MAY2024 1000 Existing_TypTide+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 15MAY2024 1000 Existing_10%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 15MAY2024 1000 Existing_4%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 15MAY2024 1000 Existing_2%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 15MAY2024 1100 Existing_TypTide+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 15MAY2024 1100 Existing_10%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 15MAY2024 1100 Existing_4%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 15MAY2024 1100 Existing_2%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 15MAY2024 1200 Existing_TypTide+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 15MAY2024 1200 Existing_10%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 15MAY2024 1200 Existing_4%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 15MAY2024 1200 Existing_2%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 15MAY2024 1300 Existing_TypTide+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 1300 Existing_10%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 1300 Existing_4%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 1300 Existing_2%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 15MAY2024 1400 Existing_TypTide+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 1400 Existing_10%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 1400 Existing_4%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 1400 Existing_2%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 15MAY2024 1500 Existing_TypTide+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 1500 Existing_10%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 1500 Existing_4%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 1500 Existing_2%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 15MAY2024 1600 Existing_TypTide+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 1600 Existing_10%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 1600 Existing_4%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 1600 Existing_2%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 15MAY2024 1700 Existing_TypTide+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 1700 Existing_10%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 1700 Existing_4%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 1700 Existing_2%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 15MAY2024 1800 Existing_TypTide+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 1800 Existing_10%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 15MAY2024 1800 Existing_4%Surge+Baseflow 0.31 3.09 4.16 4.16 0.000001 0.03 10.45 14.77 0.01 1203 15MAY2024 1800 Existing_2%Surge+Baseflow 0.31 3.09 4.32 4.32 0.000001 0.02 12.98 16.33 0 1203 15MAY2024 1900 Existing_TypTide+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 15MAY2024 1900 Existing_10%Surge+Baseflow 0.31 3.09 4.41 4.41 0.000001 0.02 14.66 26.03 0 1203 15MAY2024 1900 Existing_4%Surge+Baseflow 0.31 3.09 4.72 4.72 0 0.01 42.03 145.91 0 1203 15MAY2024 1900 Existing_2%Surge+Baseflow 0.31 3.09 4.82 4.82 0 0.01 60.39 206.88 0 1203 15MAY2024 2000 Existing_TypTide+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 15MAY2024 2000 Existing_10%Surge+Baseflow 0.31 3.09 4.7 4.7 0 0.01 40.06 143.24 0 1203 15MAY2024 2000 Existing_4%Surge+Baseflow 0.31 3.09 5.12 5.12 0 0 140.11 322.22 0 1203 15MAY2024 2000 Existing_2%Surge+Baseflow 0.31 3.09 5.2 5.2 0 0 164.51 346.64 0 1203 15MAY2024 2100 Existing_TypTide+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 15MAY2024 2100 Existing_10%Surge+Baseflow 0.31 3.09 5.05 5.05 0 0.01 117.66 301.57 0 1203 15MAY2024 2100 Existing_4%Surge+Baseflow 0.31 3.09 5.39 5.39 0 0 238.51 428.53 0 1203 15MAY2024 2100 Existing_2%Surge+Baseflow 0.31 3.09 5.5 5.5 0 0 288.22 448.2 0 1203 15MAY2024 2200 Existing_TypTide+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 15MAY2024 2200 Existing_10%Surge+Baseflow 0.31 3.09 5.29 5.29 0 0 197.75 393.41 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 16 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1203 15MAY2024 2200 Existing_4%Surge+Baseflow 0.31 3.09 5.67 5.67 0 0 366.34 482.7 0 1203 15MAY2024 2200 Existing_2%Surge+Baseflow 0.31 3.09 5.81 5.81 0 0 437.52 519.37 0 1203 15MAY2024 2300 Existing_TypTide+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 15MAY2024 2300 Existing_10%Surge+Baseflow 0.31 3.09 5.54 5.54 0 0 306.12 451.92 0 1203 15MAY2024 2300 Existing_4%Surge+Baseflow 0.31 3.09 5.95 5.95 0 0 512.03 560.84 0 1203 15MAY2024 2300 Existing_2%Surge+Baseflow 0.31 3.09 6.27 6.27 0 0 704.51 612.29 0 1203 16MAY2024 0000 Existing_TypTide+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 16MAY2024 0000 Existing_10%Surge+Baseflow 0.31 3.09 5.78 5.78 0 0 421.91 513.34 0 1203 16MAY2024 0000 Existing_4%Surge+Baseflow 0.31 3.09 6.35 6.35 0 0 753.6 614.11 0 1203 16MAY2024 0000 Existing_2%Surge+Baseflow 0.31 3.09 6.8 6.8 0 0 1029.5 623.81 0 1203 16MAY2024 0100 Existing_TypTide+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 16MAY2024 0100 Existing_10%Surge+Baseflow 0.31 3.09 6.01 6.01 0 0 550.5 576.9 0 1203 16MAY2024 0100 Existing_4%Surge+Baseflow 0.31 3.09 6.81 6.81 0 0 1034.7 623.95 0 1203 16MAY2024 0100 Existing_2%Surge+Baseflow 0.31 3.09 7.34 7.34 0 0 1373.1 631.93 0 1203 16MAY2024 0200 Existing_TypTide+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 16MAY2024 0200 Existing_10%Surge+Baseflow 0.31 3.09 6.22 6.22 0 0 675.53 611.13 0 1203 16MAY2024 0200 Existing_4%Surge+Baseflow 0.31 3.09 7.22 7.22 0 0 1294.7 630.38 0 1203 16MAY2024 0200 Existing_2%Surge+Baseflow 0.31 3.09 7.81 7.81 0 0 1669.7 637.45 0 1203 16MAY2024 0300 Existing_TypTide+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 16MAY2024 0300 Existing_10%Surge+Baseflow 0.31 3.09 6.38 6.38 0 0 770.98 614.76 0 1203 16MAY2024 0300 Existing_4%Surge+Baseflow 0.31 3.09 7.48 7.48 0 0 1458.7 633.49 0 1203 16MAY2024 0300 Existing_2%Surge+Baseflow 0.31 3.09 8.13 8.13 0 0 1873.2 641.29 0 1203 16MAY2024 0400 Existing_TypTide+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 16MAY2024 0400 Existing_10%Surge+Baseflow 0.31 3.09 6.38 6.38 0 0 771.31 614.77 0 1203 16MAY2024 0400 Existing_4%Surge+Baseflow 0.31 3.09 7.41 7.41 0 0 1417.1 632.74 0 1203 16MAY2024 0400 Existing_2%Surge+Baseflow 0.31 3.09 8.16 8.16 0 0 1895.1 641.73 0 1203 16MAY2024 0500 Existing_TypTide+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 16MAY2024 0500 Existing_10%Surge+Baseflow 0.31 3.09 6.27 6.27 0 0 701.92 612.19 0 1203 16MAY2024 0500 Existing_4%Surge+Baseflow 0.31 3.09 7.24 7.24 0 0 1307.1 630.62 0 1203 16MAY2024 0500 Existing_2%Surge+Baseflow 0.31 3.09 7.93 7.93 0 0 1748 638.9 0 1203 16MAY2024 0600 Existing_TypTide+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 16MAY2024 0600 Existing_10%Surge+Baseflow 0.31 3.09 6.11 6.11 0 0 603.81 591.25 0 1203 16MAY2024 0600 Existing_4%Surge+Baseflow 0.31 3.09 7.01 7.01 0 0 1162.8 627.33 0 1203 16MAY2024 0600 Existing_2%Surge+Baseflow 0.31 3.09 7.68 7.68 0 0 1588.2 635.86 0 1203 16MAY2024 0700 Existing_TypTide+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 16MAY2024 0700 Existing_10%Surge+Baseflow 0.31 3.09 5.9 5.9 0 0 484.54 550.36 0 1203 16MAY2024 0700 Existing_4%Surge+Baseflow 0.31 3.09 6.78 6.78 0 0 1015.7 623.44 0 1203 16MAY2024 0700 Existing_2%Surge+Baseflow 0.31 3.09 7.41 7.41 0 0 1413.9 632.68 0 1203 16MAY2024 0800 Existing_TypTide+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 16MAY2024 0800 Existing_10%Surge+Baseflow 0.31 3.09 5.62 5.62 0 0 343.47 471.06 0 1203 16MAY2024 0800 Existing_4%Surge+Baseflow 0.31 3.09 6.52 6.52 0 0 855.74 618.72 0 1203 16MAY2024 0800 Existing_2%Surge+Baseflow 0.31 3.09 7.07 7.07 0 0 1199.3 628.18 0 1203 16MAY2024 0900 Existing_TypTide+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 16MAY2024 0900 Existing_10%Surge+Baseflow 0.31 3.09 5.26 5.26 0 0 188.84 391.28 0 1203 16MAY2024 0900 Existing_4%Surge+Baseflow 0.31 3.09 6.18 6.18 0 0 651.14 606.69 0 1203 16MAY2024 0900 Existing_2%Surge+Baseflow 0.31 3.09 6.72 6.72 0 0 981.05 622.52 0 1203 16MAY2024 1000 Existing_TypTide+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 16MAY2024 1000 Existing_10%Surge+Baseflow 0.31 3.09 4.79 4.79 0 0.01 54.63 190.5 0 1203 16MAY2024 1000 Existing_4%Surge+Baseflow 0.31 3.09 5.85 5.85 0 0 458.06 535.09 0 1203 16MAY2024 1000 Existing_2%Surge+Baseflow 0.31 3.09 6.36 6.36 0 0 759.57 614.33 0 1203 16MAY2024 1100 Existing_TypTide+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 16MAY2024 1100 Existing_10%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.66 11.93 0.01 1203 16MAY2024 1100 Existing_4%Surge+Baseflow 0.31 3.09 5.49 5.49 0 0 286.49 447.84 0 1203 16MAY2024 1100 Existing_2%Surge+Baseflow 0.31 3.09 6.02 6.02 0 0 553.94 578.27 0 1203 16MAY2024 1200 Existing_TypTide+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 16MAY2024 1200 Existing_10%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 16MAY2024 1200 Existing_4%Surge+Baseflow 0.31 3.09 5.13 5.13 0 0 142.87 325.77 0 1203 16MAY2024 1200 Existing_2%Surge+Baseflow 0.31 3.09 5.68 5.68 0 0 371.83 484.65 0 1203 16MAY2024 1300 Existing_TypTide+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 16MAY2024 1300 Existing_10%Surge+Baseflow 0.31 3.09 3.74 3.74 0.000011 0.06 4.96 11.42 0.02 1203 16MAY2024 1300 Existing_4%Surge+Baseflow 0.31 3.09 4.56 4.56 0 0.02 23.11 85.38 0 1203 16MAY2024 1300 Existing_2%Surge+Baseflow 0.31 3.09 5.31 5.31 0 0 207.7 395.4 0 1203 16MAY2024 1400 Existing_TypTide+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 16MAY2024 1400 Existing_10%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000009 0.06 5.42 11.75 0.01 1203 16MAY2024 1400 Existing_4%Surge+Baseflow 0.31 3.09 3.78 3.78 0.000008 0.06 5.44 11.77 0.01 1203 16MAY2024 1400 Existing_2%Surge+Baseflow 0.31 3.09 4.88 4.88 0 0.01 72.14 215.66 0 1203 16MAY2024 1500 Existing_TypTide+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 16MAY2024 1500 Existing_10%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 16MAY2024 1500 Existing_4%Surge+Baseflow 0.31 3.09 3.82 3.82 0.000007 0.05 5.9 12.09 0.01 1203 16MAY2024 1500 Existing_2%Surge+Baseflow 0.31 3.09 3.94 3.94 0.000003 0.04 7.41 13.05 0.01 1203 16MAY2024 1600 Existing_TypTide+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 16MAY2024 1600 Existing_10%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 16MAY2024 1600 Existing_4%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 16MAY2024 1600 Existing_2%Surge+Baseflow 0.31 3.09 3.86 3.86 0.000005 0.05 6.38 12.41 0.01 1203 16MAY2024 1700 Existing_TypTide+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 16MAY2024 1700 Existing_10%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 16MAY2024 1700 Existing_4%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 16MAY2024 1700 Existing_2%Surge+Baseflow 0.31 3.09 3.89 3.89 0.000004 0.05 6.82 12.69 0.01 1203 16MAY2024 1800 Existing_TypTide+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 16MAY2024 1800 Existing_10%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 16MAY2024 1800 Existing_4%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 16MAY2024 1800 Existing_2%Surge+Baseflow 0.31 3.09 3.92 3.92 0.000004 0.04 7.13 12.88 0.01 1203 16MAY2024 1900 Existing_TypTide+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 16MAY2024 1900 Existing_10%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 16MAY2024 1900 Existing_4%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 16MAY2024 1900 Existing_2%Surge+Baseflow 0.31 3.09 3.91 3.91 0.000004 0.04 7.03 12.82 0.01 1203 16MAY2024 2000 Existing_TypTide+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 16MAY2024 2000 Existing_10%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 16MAY2024 2000 Existing_4%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 16MAY2024 2000 Existing_2%Surge+Baseflow 0.31 3.09 3.88 3.88 0.000005 0.05 6.66 12.59 0.01 1203 16MAY2024 2100 Existing_TypTide+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 16MAY2024 2100 Existing_10%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 16MAY2024 2100 Existing_4%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 1203 16MAY2024 2100 Existing_2%Surge+Baseflow 0.31 3.09 3.84 3.84 0.000006 0.05 6.23 12.31 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 17 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1203 16MAY2024 2200 Existing_TypTide+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 16MAY2024 2200 Existing_10%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 16MAY2024 2200 Existing_4%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 16MAY2024 2200 Existing_2%Surge+Baseflow 0.31 3.09 3.8 3.8 0.000008 0.05 5.65 11.92 0.01 1203 16MAY2024 2300 Existing_TypTide+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 16MAY2024 2300 Existing_10%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 16MAY2024 2300 Existing_4%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 16MAY2024 2300 Existing_2%Surge+Baseflow 0.31 3.09 3.75 3.75 0.00001 0.06 5.11 11.53 0.02 1203 17MAY2024 0000 Existing_TypTide+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 17MAY2024 0000 Existing_10%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 17MAY2024 0000 Existing_4%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 1203 17MAY2024 0000 Existing_2%Surge+Baseflow 0.31 3.09 3.72 3.72 0.000012 0.07 4.76 11.27 0.02 734 Max WS Existing_TypTide+Baseflow 0.3 2.27 3.92 3.92 0 0.01 45.76 29.62 0 734 Max WS Existing_10%Surge+Baseflow 0.34 2.27 6.41 6.41 0 0 216.05 118.13 0 734 Max WS Existing_4%Surge+Baseflow 0.41 2.27 7.5 7.5 0 0 356.63 137.61 0 734 Max WS Existing_2%Surge+Baseflow 0.33 2.27 8.21 8.21 0 0 468.3 185.92 0 734 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.27 3.72 3.72 0 0.01 39.98 28.72 0 734 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.27 3.72 3.72 0 0.01 39.98 28.72 0 734 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.27 3.72 3.72 0 0.01 39.98 28.72 0 734 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.27 3.72 3.72 0 0.01 39.98 28.72 0 734 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 0300 Existing_TypTide+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 0300 Existing_10%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 0300 Existing_4%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 0300 Existing_2%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 0500 Existing_TypTide+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 0500 Existing_10%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 0500 Existing_4%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 0500 Existing_2%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 15MAY2024 1000 Existing_TypTide+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 15MAY2024 1000 Existing_10%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 15MAY2024 1000 Existing_4%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 15MAY2024 1000 Existing_2%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 15MAY2024 1500 Existing_TypTide+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 1500 Existing_10%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 1500 Existing_4%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 1500 Existing_2%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 15MAY2024 1700 Existing_TypTide+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 1700 Existing_10%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 1700 Existing_4%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 1700 Existing_2%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 15MAY2024 1800 Existing_4%Surge+Baseflow -2.45 2.27 4.16 4.16 0.000001 -0.04 53.1 30.8 0.01 734 15MAY2024 1800 Existing_2%Surge+Baseflow -3 2.27 4.32 4.32 0.000001 -0.05 58.22 31.65 0.01 734 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 15MAY2024 1900 Existing_10%Surge+Baseflow -1.33 2.27 4.41 4.41 0 -0.02 60.86 32.06 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 18 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 734 15MAY2024 1900 Existing_4%Surge+Baseflow -7.25 2.27 4.73 4.73 0.000004 -0.09 71.44 33.58 0.01 734 15MAY2024 1900 Existing_2%Surge+Baseflow -7.58 2.27 4.83 4.83 0.000004 -0.09 74.92 34.14 0.01 734 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 15MAY2024 2000 Existing_10%Surge+Baseflow -5.23 2.27 4.71 4.71 0.000002 -0.07 70.82 33.48 0.01 734 15MAY2024 2000 Existing_4%Surge+Baseflow -8.32 2.27 5.13 5.13 0.000003 -0.09 88.49 56.12 0.01 734 15MAY2024 2000 Existing_2%Surge+Baseflow -10.1 2.27 5.2 5.2 0.000005 -0.11 92.62 56.82 0.01 734 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 15MAY2024 2100 Existing_10%Surge+Baseflow -6.73 2.27 5.05 5.06 0.000002 -0.07 84.47 54.98 0.01 734 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 2.27 5.39 5.39 0.000003 -0.1 106.39 86.65 0.01 734 15MAY2024 2100 Existing_2%Surge+Baseflow -12 2.27 5.5 5.5 0.000004 -0.11 116.9 98.83 0.01 734 15MAY2024 2200 Existing_TypTide+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 15MAY2024 2200 Existing_10%Surge+Baseflow -8.76 2.27 5.29 5.29 0.000003 -0.09 98.25 75.58 0.01 734 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 2.27 5.67 5.67 0.000003 -0.1 133.81 102.39 0.01 734 15MAY2024 2200 Existing_2%Surge+Baseflow -16.6 2.27 5.81 5.81 0.000005 -0.13 148.63 105.14 0.01 734 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 15MAY2024 2300 Existing_10%Surge+Baseflow -9.7 2.27 5.54 5.54 0.000003 -0.09 120.77 99.64 0.01 734 15MAY2024 2300 Existing_4%Surge+Baseflow -14.7 2.27 5.95 5.95 0.000003 -0.11 163.24 109.59 0.01 734 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 2.27 6.27 6.27 0.000006 -0.16 200.11 115.55 0.02 734 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 2.27 5.78 5.78 0.000002 -0.09 145.33 104.43 0.01 734 16MAY2024 0000 Existing_4%Surge+Baseflow -22.4 2.27 6.35 6.35 0.000004 -0.14 209.38 116.8 0.01 734 16MAY2024 0000 Existing_2%Surge+Baseflow -29.1 2.27 6.8 6.8 0.000005 -0.15 264.41 128.54 0.01 734 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 16MAY2024 0100 Existing_10%Surge+Baseflow -11 2.27 6.01 6.01 0.000002 -0.08 170.72 112.2 0.01 734 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.27 6.81 6.81 0.000003 -0.13 265.46 128.62 0.01 734 16MAY2024 0100 Existing_2%Surge+Baseflow -28.3 2.27 7.34 7.34 0.000002 -0.12 336.14 134.69 0.01 734 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 16MAY2024 0200 Existing_10%Surge+Baseflow -9.35 2.27 6.22 6.22 0.000001 -0.06 194.57 114.91 0.01 734 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 2.27 7.22 7.22 0.000001 -0.08 319.52 132.73 0.01 734 16MAY2024 0200 Existing_2%Surge+Baseflow -22.3 2.27 7.81 7.81 0.000001 -0.08 401.84 156.99 0.01 734 16MAY2024 0300 Existing_TypTide+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 16MAY2024 0300 Existing_10%Surge+Baseflow -5.49 2.27 6.38 6.38 0 -0.03 212.63 117.33 0 734 16MAY2024 0300 Existing_4%Surge+Baseflow -7.22 2.27 7.48 7.48 0 -0.03 354.51 137.3 0 734 16MAY2024 0300 Existing_2%Surge+Baseflow -12.5 2.27 8.13 8.13 0 -0.04 454.31 175.62 0 734 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 16MAY2024 0400 Existing_10%Surge+Baseflow 4.53 2.27 6.38 6.38 0 0.03 212.69 117.34 0 734 16MAY2024 0400 Existing_4%Surge+Baseflow 7.88 2.27 7.41 7.41 0 0.03 345.52 135.99 0 734 16MAY2024 0400 Existing_2%Surge+Baseflow 9.62 2.27 8.16 8.16 0 0.03 460.35 180.39 0 734 16MAY2024 0500 Existing_TypTide+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 16MAY2024 0500 Existing_10%Surge+Baseflow 7.48 2.27 6.27 6.27 0.000001 0.05 199.52 115.47 0 734 16MAY2024 0500 Existing_4%Surge+Baseflow 11.26 2.27 7.24 7.24 0 0.05 322.13 132.97 0 734 16MAY2024 0500 Existing_2%Surge+Baseflow 15.07 2.27 7.93 7.93 0 0.05 421.46 162.88 0 734 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 16MAY2024 0600 Existing_10%Surge+Baseflow 9.71 2.27 6.11 6.11 0.000001 0.07 180.93 113.38 0.01 734 16MAY2024 0600 Existing_4%Surge+Baseflow 13.82 2.27 7.01 7.01 0.000001 0.07 291.95 130.41 0.01 734 16MAY2024 0600 Existing_2%Surge+Baseflow 14.29 2.27 7.68 7.68 0 0.05 382.96 141.98 0 734 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 16MAY2024 0700 Existing_10%Surge+Baseflow 11.72 2.27 5.9 5.9 0.000002 0.09 157.71 107.93 0.01 734 16MAY2024 0700 Existing_4%Surge+Baseflow 12.06 2.27 6.78 6.78 0.000001 0.06 261.51 128.33 0.01 734 16MAY2024 0700 Existing_2%Surge+Baseflow 17.07 2.27 7.41 7.41 0.000001 0.07 344.83 135.89 0.01 734 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 16MAY2024 0800 Existing_10%Surge+Baseflow 14.03 2.27 5.62 5.62 0.000005 0.12 128.6 101.3 0.01 734 16MAY2024 0800 Existing_4%Surge+Baseflow 16.28 2.27 6.52 6.52 0.000002 0.09 229.05 122.61 0.01 734 16MAY2024 0800 Existing_2%Surge+Baseflow 20.27 2.27 7.07 7.07 0.000002 0.1 299.52 130.88 0.01 734 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 16MAY2024 0900 Existing_10%Surge+Baseflow 13.39 2.27 5.26 5.26 0.000007 0.14 96.03 69.02 0.02 734 16MAY2024 0900 Existing_4%Surge+Baseflow 17.58 2.27 6.18 6.18 0.000003 0.12 189.89 114.41 0.01 734 16MAY2024 0900 Existing_2%Surge+Baseflow 19.86 2.27 6.72 6.72 0.000002 0.11 254.36 127.78 0.01 734 16MAY2024 1000 Existing_TypTide+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 16MAY2024 1000 Existing_10%Surge+Baseflow 10.54 2.27 4.77 4.77 0.000009 0.13 72.92 33.83 0.02 734 16MAY2024 1000 Existing_4%Surge+Baseflow 16.34 2.27 5.85 5.85 0.000005 0.13 152.4 106.3 0.01 734 16MAY2024 1000 Existing_2%Surge+Baseflow 18.4 2.27 6.36 6.36 0.000003 0.11 210.39 116.94 0.01 734 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 16MAY2024 1100 Existing_10%Surge+Baseflow 1.25 2.27 3.79 3.79 0.000001 0.03 42.21 29.07 0 734 16MAY2024 1100 Existing_4%Surge+Baseflow 14.79 2.27 5.49 5.49 0.000006 0.14 116.03 98.64 0.02 734 16MAY2024 1100 Existing_2%Surge+Baseflow 17.16 2.27 6.02 6.02 0.000004 0.12 171.24 112.26 0.01 734 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 16MAY2024 1200 Existing_4%Surge+Baseflow 12.91 2.27 5.12 5.12 0.000008 0.14 88.2 56.07 0.02 734 16MAY2024 1200 Existing_2%Surge+Baseflow 15.72 2.27 5.68 5.68 0.000006 0.13 134.62 102.56 0.01 734 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.27 3.74 3.74 0 0.01 40.52 28.8 0 734 16MAY2024 1300 Existing_4%Surge+Baseflow 9.02 2.27 4.53 4.53 0.000009 0.12 64.91 32.64 0.02 734 16MAY2024 1300 Existing_2%Surge+Baseflow 13.89 2.27 5.31 5.31 0.000007 0.14 99.66 77.78 0.02 734 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.27 3.78 3.78 0 0.01 41.67 28.99 0 734 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 2.27 3.78 3.78 0 0.01 41.72 28.99 0 734 16MAY2024 1400 Existing_2%Surge+Baseflow 11.12 2.27 4.86 4.86 0.000009 0.13 75.85 34.29 0.02 734 16MAY2024 1500 Existing_TypTide+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 16MAY2024 1500 Existing_10%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 16MAY2024 1500 Existing_4%Surge+Baseflow 0.29 2.27 3.82 3.82 0 0.01 42.84 29.17 0 734 16MAY2024 1500 Existing_2%Surge+Baseflow 2.7 2.27 3.93 3.93 0.000002 0.05 46.2 29.69 0.01 734 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.27 3.86 3.86 0 0.01 43.99 29.35 0 734 16MAY2024 1700 Existing_TypTide+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 16MAY2024 1700 Existing_10%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 16MAY2024 1700 Existing_4%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 16MAY2024 1700 Existing_2%Surge+Baseflow 0.21 2.27 3.89 3.89 0 0 45.02 29.51 0 734 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 734 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.27 3.91 3.91 0 0.01 45.75 29.62 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 19 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 734 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.27 3.91 3.91 0 0.01 45.5 29.58 0 734 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.27 3.88 3.88 0 0.01 44.64 29.45 0 734 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.27 3.84 3.84 0 0.01 43.62 29.29 0 734 16MAY2024 2200 Existing_TypTide+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 16MAY2024 2200 Existing_10%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 16MAY2024 2200 Existing_4%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 16MAY2024 2200 Existing_2%Surge+Baseflow 0.43 2.27 3.8 3.8 0 0.01 42.23 29.07 0 734 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.27 3.75 3.75 0 0.01 40.9 28.86 0 734 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 734 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.27 3.72 3.72 0 0.01 40.02 28.72 0 709 Max WS Existing_TypTide+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.36 32.1 0 709 Max WS Existing_10%Surge+Baseflow -9.05 1.19 6.53 6.53 0.000001 -0.1 96.7 40.05 0.01 709 Max WS Existing_4%Surge+Baseflow -1.05 1.19 7.5 7.5 0 -0.01 225.27 82.95 0 709 Max WS Existing_2%Surge+Baseflow -0.11 1.19 8.21 8.21 0 0 289.64 96.43 0 709 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 1.19 3.71 3.71 0 0.01 34.33 31.57 0 709 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 1.19 3.71 3.71 0 0.01 34.33 31.57 0 709 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 1.19 3.71 3.71 0 0.01 34.33 31.57 0 709 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 1.19 3.71 3.71 0 0.01 34.33 31.57 0 709 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 0300 Existing_TypTide+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 0300 Existing_10%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 0300 Existing_4%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 0300 Existing_2%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 0500 Existing_TypTide+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 0500 Existing_10%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 0500 Existing_4%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 0500 Existing_2%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 15MAY2024 1000 Existing_TypTide+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 15MAY2024 1000 Existing_10%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 15MAY2024 1000 Existing_4%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 15MAY2024 1000 Existing_2%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 15MAY2024 1500 Existing_TypTide+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 1500 Existing_10%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 1500 Existing_4%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 1500 Existing_2%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 20 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 709 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 15MAY2024 1700 Existing_TypTide+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 1700 Existing_10%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 1700 Existing_4%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 1700 Existing_2%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 15MAY2024 1800 Existing_4%Surge+Baseflow -2.49 1.19 4.2 4.2 0.000001 -0.06 44.37 32.92 0.01 709 15MAY2024 1800 Existing_2%Surge+Baseflow -3.05 1.19 4.37 4.37 0.000001 -0.07 48.07 33.4 0.01 709 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 15MAY2024 1900 Existing_10%Surge+Baseflow -1.35 1.19 4.43 4.43 0 -0.03 49.21 33.54 0 709 15MAY2024 1900 Existing_4%Surge+Baseflow -7.28 1.19 4.92 4.92 0.000004 -0.13 59.77 34.8 0.01 709 15MAY2024 1900 Existing_2%Surge+Baseflow -7.62 1.19 5.04 5.04 0.000004 -0.13 62.31 35.1 0.01 709 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 15MAY2024 2000 Existing_10%Surge+Baseflow -5.25 1.19 4.82 4.82 0.000002 -0.1 57.51 34.53 0.01 709 15MAY2024 2000 Existing_4%Surge+Baseflow -8.34 1.19 5.37 5.37 0.000003 -0.13 69.74 35.96 0.01 709 15MAY2024 2000 Existing_2%Surge+Baseflow -10.1 1.19 5.56 5.56 0.000004 -0.15 73.98 36.44 0.01 709 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 15MAY2024 2100 Existing_10%Surge+Baseflow -6.75 1.19 5.22 5.22 0.000003 -0.11 66.29 35.56 0.01 709 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 1.19 5.75 5.75 0.000003 -0.14 78.26 36.94 0.01 709 15MAY2024 2100 Existing_2%Surge+Baseflow -12 1.19 6.01 6.01 0.000004 -0.15 84.23 37.61 0.01 709 15MAY2024 2200 Existing_TypTide+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 15MAY2024 2200 Existing_10%Surge+Baseflow -8.78 1.19 5.56 5.56 0.000003 -0.13 73.97 36.44 0.01 709 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 1.19 6.15 6.15 0.000003 -0.14 87.58 37.99 0.01 709 15MAY2024 2200 Existing_2%Surge+Baseflow -16.6 1.19 6.74 6.75 0.000004 -0.18 101.85 52.19 0.01 709 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 15MAY2024 2300 Existing_10%Surge+Baseflow -9.73 1.19 5.87 5.87 0.000003 -0.13 81.12 37.26 0.01 709 15MAY2024 2300 Existing_4%Surge+Baseflow -14.8 1.19 6.69 6.69 0.000003 -0.16 100.38 50.41 0.01 709 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 1.19 6.98 6.98 0.000003 -0.16 184.01 77.06 0.01 709 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 1.19 6.17 6.17 0.000003 -0.13 88.17 38.05 0.01 709 16MAY2024 0000 Existing_4%Surge+Baseflow -22.5 1.19 6.95 6.95 0.000003 -0.15 181.64 76.78 0.01 709 16MAY2024 0000 Existing_2%Surge+Baseflow -29.1 1.19 7.03 7.03 0.000004 -0.19 187.95 77.67 0.01 709 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 16MAY2024 0100 Existing_10%Surge+Baseflow -11 1.19 6.44 6.44 0.000002 -0.13 94.35 38.73 0.01 709 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 1.19 6.99 6.99 0.000003 -0.15 184.94 77.17 0.01 709 16MAY2024 0100 Existing_2%Surge+Baseflow -28.4 1.19 7.36 7.36 0.000003 -0.17 213.94 81.39 0.01 709 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 16MAY2024 0200 Existing_10%Surge+Baseflow -9.38 1.19 6.53 6.53 0.000002 -0.1 96.68 39.85 0.01 709 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 1.19 7.24 7.24 0.000002 -0.12 204.16 80.13 0.01 709 16MAY2024 0200 Existing_2%Surge+Baseflow -22.4 1.19 7.82 7.82 0.000001 -0.12 253.17 90.78 0.01 709 16MAY2024 0300 Existing_TypTide+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 16MAY2024 0300 Existing_10%Surge+Baseflow -5.51 1.19 6.49 6.49 0.000001 -0.06 95.58 38.87 0.01 709 16MAY2024 0300 Existing_4%Surge+Baseflow -7.24 1.19 7.48 7.48 0 -0.04 224.21 82.81 0 709 16MAY2024 0300 Existing_2%Surge+Baseflow -12.5 1.19 8.13 8.13 0 -0.06 282.49 94.97 0 709 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 16MAY2024 0400 Existing_10%Surge+Baseflow 4.54 1.19 6.31 6.31 0 0.05 91.32 38.4 0 709 16MAY2024 0400 Existing_4%Surge+Baseflow 7.9 1.19 7.41 7.41 0 0.05 218.32 82.02 0 709 16MAY2024 0400 Existing_2%Surge+Baseflow 9.66 1.19 8.16 8.16 0 0.05 285.35 95.28 0 709 16MAY2024 0500 Existing_TypTide+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 16MAY2024 0500 Existing_10%Surge+Baseflow 7.49 1.19 6.07 6.07 0.000001 0.09 85.78 37.78 0.01 709 16MAY2024 0500 Existing_4%Surge+Baseflow 11.3 1.19 7.23 7.23 0.000001 0.07 203.83 80.07 0.01 709 16MAY2024 0500 Existing_2%Surge+Baseflow 15.12 1.19 7.93 7.93 0.000001 0.08 263.59 92.55 0.01 709 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 16MAY2024 0600 Existing_10%Surge+Baseflow 9.73 1.19 5.78 5.78 0.000003 0.13 78.94 37.01 0.01 709 16MAY2024 0600 Existing_4%Surge+Baseflow 13.87 1.19 6.99 6.99 0.000001 0.09 184.62 77.13 0.01 709 16MAY2024 0600 Existing_2%Surge+Baseflow 14.34 1.19 7.68 7.68 0.000001 0.08 240.92 86.8 0.01 709 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 16MAY2024 0700 Existing_10%Surge+Baseflow 11.75 1.19 5.42 5.42 0.000006 0.18 70.77 36.08 0.02 709 16MAY2024 0700 Existing_4%Surge+Baseflow 12.09 1.19 6.32 6.32 0.000003 0.14 91.67 38.44 0.01 709 16MAY2024 0700 Existing_2%Surge+Baseflow 17.13 1.19 7.4 7.4 0.000001 0.1 217.6 81.92 0.01 709 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 16MAY2024 0800 Existing_10%Surge+Baseflow 14.08 1.19 4.93 4.93 0.000015 0.25 60.09 34.84 0.03 709 16MAY2024 0800 Existing_4%Surge+Baseflow 16.32 1.19 5.59 5.59 0.00001 0.23 74.73 36.53 0.02 709 16MAY2024 0800 Existing_2%Surge+Baseflow 20.33 1.19 7.03 7.03 0.000002 0.13 187.93 77.67 0.01 709 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 16MAY2024 0900 Existing_10%Surge+Baseflow 13.42 1.19 4.62 4.62 0.00002 0.26 53.32 34.03 0.03 709 16MAY2024 0900 Existing_4%Surge+Baseflow 17.62 1.19 5.11 5.11 0.000019 0.29 63.95 35.29 0.03 709 16MAY2024 0900 Existing_2%Surge+Baseflow 19.91 1.19 5.46 5.46 0.000017 0.3 71.66 36.18 0.03 709 16MAY2024 1000 Existing_TypTide+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 16MAY2024 1000 Existing_10%Surge+Baseflow 10.57 1.19 4.33 4.33 0.000018 0.23 47.24 33.29 0.03 709 16MAY2024 1000 Existing_4%Surge+Baseflow 16.38 1.19 4.92 4.92 0.00002 0.29 59.81 34.8 0.03 709 16MAY2024 1000 Existing_2%Surge+Baseflow 18.45 1.19 5.19 5.19 0.000019 0.3 65.62 35.48 0.03 709 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 16MAY2024 1100 Existing_10%Surge+Baseflow 1.27 1.19 3.76 3.76 0.000001 0.04 35.42 31.71 0 709 16MAY2024 1100 Existing_4%Surge+Baseflow 14.83 1.19 4.72 4.73 0.000021 0.28 55.54 34.3 0.03 709 16MAY2024 1100 Existing_2%Surge+Baseflow 17.2 1.19 5 5 0.000021 0.29 61.47 35 0.03 709 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 16MAY2024 1200 Existing_4%Surge+Baseflow 12.95 1.19 4.52 4.52 0.000021 0.26 51.23 33.78 0.03 709 16MAY2024 1200 Existing_2%Surge+Baseflow 15.76 1.19 4.82 4.82 0.000021 0.29 57.62 34.55 0.03 709 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 1.19 3.73 3.73 0 0.01 34.72 31.62 0 709 16MAY2024 1300 Existing_4%Surge+Baseflow 9.06 1.19 4.19 4.19 0.000016 0.21 44.17 32.89 0.02 709 16MAY2024 1300 Existing_2%Surge+Baseflow 13.92 1.19 4.62 4.62 0.000021 0.27 53.3 34.03 0.03 709 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 1.19 3.77 3.77 0 0.01 35.51 31.73 0 709 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 1.19 3.77 3.77 0 0.01 35.53 31.73 0 709 16MAY2024 1400 Existing_2%Surge+Baseflow 11.17 1.19 4.38 4.38 0.000019 0.24 48.24 33.42 0.03 709 16MAY2024 1500 Existing_TypTide+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 16MAY2024 1500 Existing_10%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 16MAY2024 1500 Existing_4%Surge+Baseflow 0.29 1.19 3.81 3.81 0 0.01 36.32 31.83 0 709 16MAY2024 1500 Existing_2%Surge+Baseflow 2.74 1.19 3.87 3.87 0.000002 0.08 37.57 31.99 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 21 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 709 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 1.19 3.85 3.85 0 0.01 37.13 31.93 0 709 16MAY2024 1700 Existing_TypTide+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 16MAY2024 1700 Existing_10%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 16MAY2024 1700 Existing_4%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 16MAY2024 1700 Existing_2%Surge+Baseflow 0.21 1.19 3.88 3.88 0 0.01 37.91 32.03 0 709 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 1.19 3.91 3.91 0 0.01 38.35 32.09 0 709 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 1.19 3.9 3.9 0 0.01 38.16 32.07 0 709 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 1.19 3.87 3.87 0 0.01 37.55 31.98 0 709 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 1.19 3.83 3.83 0 0.01 36.78 31.89 0 709 16MAY2024 2200 Existing_TypTide+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 16MAY2024 2200 Existing_10%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 16MAY2024 2200 Existing_4%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 16MAY2024 2200 Existing_2%Surge+Baseflow 0.43 1.19 3.78 3.78 0 0.01 35.79 31.76 0 709 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 1.19 3.74 3.74 0 0.01 34.95 31.65 0 709 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 709 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 1.19 3.71 3.71 0 0.01 34.35 31.57 0 707 Max WS Existing_TypTide+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.55 30.67 0 707 Max WS Existing_10%Surge+Baseflow -9.05 2.01 6.53 6.53 0.000001 -0.07 138.76 39.13 0.01 707 Max WS Existing_4%Surge+Baseflow -1.05 2.01 7.5 7.5 0 -0.01 182.02 68.12 0 707 Max WS Existing_2%Surge+Baseflow -0.11 2.01 8.21 8.21 0 0 218.1 81.47 0 707 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.01 3.71 3.71 0 0.01 48.71 30.12 0 707 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.01 3.71 3.71 0 0.01 48.71 30.12 0 707 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.01 3.71 3.71 0 0.01 48.71 30.12 0 707 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.01 3.71 3.71 0 0.01 48.71 30.12 0 707 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 22 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 707 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 15MAY2024 1800 Existing_4%Surge+Baseflow -2.51 2.01 4.2 4.2 0.000001 -0.04 63.24 31.61 0 707 15MAY2024 1800 Existing_2%Surge+Baseflow -3.08 2.01 4.37 4.37 0.000001 -0.04 68.57 32.18 0.01 707 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 15MAY2024 1900 Existing_10%Surge+Baseflow -1.36 2.01 4.43 4.43 0 -0.02 70.22 32.36 0 707 15MAY2024 1900 Existing_4%Surge+Baseflow -7.3 2.01 4.92 4.92 0.000002 -0.08 85.45 33.95 0.01 707 15MAY2024 1900 Existing_2%Surge+Baseflow -7.63 2.01 5.04 5.04 0.000002 -0.08 89.11 34.32 0.01 707 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 15MAY2024 2000 Existing_10%Surge+Baseflow -5.26 2.01 4.82 4.82 0.000001 -0.06 82.19 33.62 0.01 707 15MAY2024 2000 Existing_4%Surge+Baseflow -8.35 2.01 5.37 5.37 0.000002 -0.08 99.83 35.39 0.01 707 15MAY2024 2000 Existing_2%Surge+Baseflow -10.2 2.01 5.56 5.56 0.000002 -0.1 105.96 35.99 0.01 707 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 15MAY2024 2100 Existing_10%Surge+Baseflow -6.76 2.01 5.22 5.22 0.000001 -0.07 94.85 34.89 0.01 707 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 2.01 5.75 5.75 0.000002 -0.09 112.14 36.59 0.01 707 15MAY2024 2100 Existing_2%Surge+Baseflow -12.1 2.01 6.01 6.01 0.000002 -0.1 120.76 37.41 0.01 707 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 15MAY2024 2200 Existing_10%Surge+Baseflow -8.79 2.01 5.56 5.56 0.000001 -0.08 105.94 35.99 0.01 707 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 2.01 6.15 6.15 0.000002 -0.1 125.59 37.87 0.01 707 15MAY2024 2200 Existing_2%Surge+Baseflow -16.8 2.01 6.75 6.75 0.000002 -0.12 147.3 49.59 0.01 707 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 15MAY2024 2300 Existing_10%Surge+Baseflow -9.74 2.01 5.87 5.87 0.000001 -0.09 116.26 36.99 0.01 707 15MAY2024 2300 Existing_4%Surge+Baseflow -14.9 2.01 6.69 6.69 0.000002 -0.11 144.72 47.79 0.01 707 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 2.01 6.98 6.98 0.000004 -0.17 157.83 57 0.01 707 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 2.01 6.17 6.17 0.000001 -0.09 126.44 37.95 0.01 707 16MAY2024 0000 Existing_4%Surge+Baseflow -22.5 2.01 6.95 6.95 0.000003 -0.15 156.43 56.07 0.01 707 16MAY2024 0000 Existing_2%Surge+Baseflow -29.2 2.01 7.03 7.03 0.000005 -0.2 160.16 58.55 0.02 707 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 16MAY2024 0100 Existing_10%Surge+Baseflow -11 2.01 6.44 6.44 0.000001 -0.08 135.37 38.77 0.01 707 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.01 6.99 6.99 0.000003 -0.16 158.38 57.36 0.01 707 16MAY2024 0100 Existing_2%Surge+Baseflow -28.4 2.01 7.36 7.36 0.000004 -0.18 175.4 66.12 0.01 707 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 16MAY2024 0200 Existing_10%Surge+Baseflow -9.38 2.01 6.53 6.53 0.000001 -0.07 138.73 39.12 0.01 707 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 2.01 7.24 7.24 0.000002 -0.12 169.69 64.39 0.01 707 16MAY2024 0200 Existing_2%Surge+Baseflow -22.4 2.01 7.82 7.82 0.000002 -0.13 197.91 74.38 0.01 707 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 16MAY2024 0300 Existing_10%Surge+Baseflow -5.51 2.01 6.49 6.49 0 -0.04 137.15 38.96 0 707 16MAY2024 0300 Existing_4%Surge+Baseflow -7.25 2.01 7.48 7.48 0 -0.04 181.4 67.92 0 707 16MAY2024 0300 Existing_2%Surge+Baseflow -12.6 2.01 8.13 8.13 0 -0.07 214.21 80.36 0 707 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 16MAY2024 0400 Existing_10%Surge+Baseflow 4.54 2.01 6.31 6.31 0 0.04 130.99 38.37 0 707 16MAY2024 0400 Existing_4%Surge+Baseflow 7.91 2.01 7.41 7.41 0 0.05 177.97 66.85 0 707 16MAY2024 0400 Existing_2%Surge+Baseflow 9.67 2.01 8.16 8.16 0 0.05 215.77 80.82 0 707 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 16MAY2024 0500 Existing_10%Surge+Baseflow 7.5 2.01 6.07 6.07 0.000001 0.06 122.99 37.62 0.01 707 16MAY2024 0500 Existing_4%Surge+Baseflow 11.31 2.01 7.23 7.23 0.000001 0.07 169.5 64.31 0.01 707 16MAY2024 0500 Existing_2%Surge+Baseflow 15.14 2.01 7.93 7.93 0.000001 0.08 203.75 77.25 0.01 707 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 16MAY2024 0600 Existing_10%Surge+Baseflow 9.74 2.01 5.78 5.78 0.000001 0.09 113.11 36.68 0.01 707 16MAY2024 0600 Existing_4%Surge+Baseflow 13.88 2.01 6.99 6.99 0.000001 0.09 158.2 57.24 0.01 707 16MAY2024 0600 Existing_2%Surge+Baseflow 14.35 2.01 7.68 7.68 0.000001 0.08 191.04 71.15 0.01 707 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 16MAY2024 0700 Existing_10%Surge+Baseflow 11.76 2.01 5.42 5.42 0.000003 0.12 101.33 35.53 0.01 707 16MAY2024 0700 Existing_4%Surge+Baseflow 12.11 2.01 6.32 6.32 0.000001 0.1 131.49 38.42 0.01 707 16MAY2024 0700 Existing_2%Surge+Baseflow 17.14 2.01 7.4 7.4 0.000001 0.11 177.55 66.73 0.01 707 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 16MAY2024 0800 Existing_10%Surge+Baseflow 14.09 2.01 4.93 4.93 0.000007 0.16 85.92 34 0.02 707 16MAY2024 0800 Existing_4%Surge+Baseflow 16.35 2.01 5.59 5.59 0.000005 0.15 107.04 36.09 0.02 707 16MAY2024 0800 Existing_2%Surge+Baseflow 20.35 2.01 7.03 7.03 0.000002 0.14 160.15 58.54 0.01 707 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.01 4.62 4.62 0.00001 0.17 76.15 32.99 0.02 707 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 2.01 5.11 5.11 0.000009 0.19 91.49 34.56 0.02 707 16MAY2024 0900 Existing_2%Surge+Baseflow 19.93 2.01 5.46 5.46 0.000008 0.2 102.62 35.66 0.02 707 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 16MAY2024 1000 Existing_10%Surge+Baseflow 10.58 2.01 4.33 4.33 0.000009 0.15 67.38 32.06 0.02 707 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 2.01 4.92 4.92 0.00001 0.19 85.52 33.95 0.02 707 16MAY2024 1000 Existing_2%Surge+Baseflow 18.45 2.01 5.19 5.19 0.000009 0.2 93.9 34.8 0.02 707 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 2.01 3.76 3.76 0 0.02 50.29 30.26 0 707 16MAY2024 1100 Existing_4%Surge+Baseflow 14.83 2.01 4.72 4.73 0.00001 0.18 79.36 33.33 0.02 707 16MAY2024 1100 Existing_2%Surge+Baseflow 17.2 2.01 5 5 0.00001 0.19 87.91 34.2 0.02 707 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 16MAY2024 1200 Existing_4%Surge+Baseflow 12.95 2.01 4.52 4.52 0.00001 0.17 73.14 32.67 0.02 707 16MAY2024 1200 Existing_2%Surge+Baseflow 15.76 2.01 4.82 4.82 0.00001 0.19 82.36 33.63 0.02 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 23 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 707 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.01 3.73 3.73 0 0.01 49.27 30.17 0 707 16MAY2024 1300 Existing_4%Surge+Baseflow 9.06 2.01 4.19 4.19 0.000008 0.14 62.95 31.57 0.02 707 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.01 4.62 4.62 0.000011 0.18 76.13 32.99 0.02 707 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.01 3.77 3.77 0 0.01 50.43 30.27 0 707 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 2.01 3.77 3.77 0 0.01 50.44 30.27 0 707 16MAY2024 1400 Existing_2%Surge+Baseflow 11.18 2.01 4.38 4.38 0.000009 0.15 68.82 32.21 0.02 707 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.01 3.81 3.81 0 0 51.59 30.37 0 707 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 2.01 3.87 3.87 0.000001 0.05 53.41 30.55 0.01 707 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.01 3.85 3.85 0 0 52.77 30.48 0 707 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.01 3.88 3.88 0 0 53.89 30.6 0 707 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.01 3.91 3.91 0 0.01 54.54 30.67 0 707 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.01 3.9 3.9 0 0.01 54.26 30.64 0 707 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.01 3.87 3.87 0 0.01 53.38 30.55 0 707 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.01 3.83 3.83 0 0.01 52.26 30.43 0 707 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.01 3.78 3.78 0 0.01 50.83 30.3 0 707 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.01 3.74 3.74 0 0.01 49.61 30.2 0 707 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 707 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.01 3.71 3.71 0 0.01 48.73 30.12 0 669 Max WS Existing_TypTide+Baseflow 0.3 0.07 0.07 669 Max WS Existing_10%Surge+Baseflow -9.05 -1.66 -1.66 669 Max WS Existing_4%Surge+Baseflow -1.05 -0.19 -0.19 669 Max WS Existing_2%Surge+Baseflow -0.11 -0.02 -0.02 669 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 0.08 0.08 669 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 0.08 0.08 669 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 0.08 0.08 669 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 0.08 0.08 669 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 0.07 0.07 669 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 0.07 0.07 669 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 0.07 0.07 669 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 0.08 0.07 669 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 0.08 0.07 669 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 0.08 0.07 669 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 0.08 0.08 669 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 0.08 0.08 669 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 0.08 0.08 669 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 0.1 0.1 669 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 0.1 0.1 669 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 0.1 0.1 669 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 0.11 0.11 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 24 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 669 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 0.11 0.11 669 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 0.11 0.11 669 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 0.09 0.08 669 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 0.09 0.08 669 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 0.09 0.08 669 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 0.09 0.09 669 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 0.09 0.09 669 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 0.08 0.07 669 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 0.07 0.07 669 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 0.05 0.05 669 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 0.07 0.07 669 15MAY2024 1800 Existing_4%Surge+Baseflow -2.51 -0.47 -0.46 669 15MAY2024 1800 Existing_2%Surge+Baseflow -3.08 -0.57 -0.57 669 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 15MAY2024 1900 Existing_10%Surge+Baseflow -1.36 -0.25 -0.25 669 15MAY2024 1900 Existing_4%Surge+Baseflow -7.3 -1.34 -1.34 669 15MAY2024 1900 Existing_2%Surge+Baseflow -7.63 -1.4 -1.4 669 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 15MAY2024 2000 Existing_10%Surge+Baseflow -5.26 -0.97 -0.97 669 15MAY2024 2000 Existing_4%Surge+Baseflow -8.35 -1.54 -1.54 669 15MAY2024 2000 Existing_2%Surge+Baseflow -10.2 -1.87 -1.87 669 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 15MAY2024 2100 Existing_10%Surge+Baseflow -6.76 -1.24 -1.24 669 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 -1.86 -1.86 669 15MAY2024 2100 Existing_2%Surge+Baseflow -12.1 -2.22 -2.22 669 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 15MAY2024 2200 Existing_10%Surge+Baseflow -8.79 -1.62 -1.62 669 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 -2.16 -2.16 669 15MAY2024 2200 Existing_2%Surge+Baseflow -16.8 -3.09 -3.09 669 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 15MAY2024 2300 Existing_10%Surge+Baseflow -9.74 -1.79 -1.79 669 15MAY2024 2300 Existing_4%Surge+Baseflow -14.9 -2.73 -2.73 669 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 -4.66 -4.66 669 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 -1.95 -1.95 669 16MAY2024 0000 Existing_4%Surge+Baseflow -22.5 -4.14 -4.14 669 16MAY2024 0000 Existing_2%Surge+Baseflow -29.2 -5.36 -5.36 669 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 16MAY2024 0100 Existing_10%Surge+Baseflow -11 -2.02 -2.02 669 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 -4.38 -4.38 669 16MAY2024 0100 Existing_2%Surge+Baseflow -28.4 -5.22 -5.22 669 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 16MAY2024 0200 Existing_10%Surge+Baseflow -9.38 -1.72 -1.72 669 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 -3.48 -3.48 669 16MAY2024 0200 Existing_2%Surge+Baseflow -22.4 -4.11 -4.11 669 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 16MAY2024 0300 Existing_10%Surge+Baseflow -5.51 -1.01 -1.01 669 16MAY2024 0300 Existing_4%Surge+Baseflow -7.25 -1.33 -1.33 669 16MAY2024 0300 Existing_2%Surge+Baseflow -12.6 -2.31 -2.31 669 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 16MAY2024 0400 Existing_10%Surge+Baseflow 4.54 0.84 0.84 669 16MAY2024 0400 Existing_4%Surge+Baseflow 7.91 1.45 1.45 669 16MAY2024 0400 Existing_2%Surge+Baseflow 9.67 1.78 1.78 669 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 16MAY2024 0500 Existing_10%Surge+Baseflow 7.5 1.38 1.38 669 16MAY2024 0500 Existing_4%Surge+Baseflow 11.31 2.08 2.08 669 16MAY2024 0500 Existing_2%Surge+Baseflow 15.14 2.78 2.78 669 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 16MAY2024 0600 Existing_10%Surge+Baseflow 9.74 1.79 1.79 669 16MAY2024 0600 Existing_4%Surge+Baseflow 13.88 2.55 2.55 669 16MAY2024 0600 Existing_2%Surge+Baseflow 14.35 2.64 2.64 669 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 16MAY2024 0700 Existing_10%Surge+Baseflow 11.76 2.16 2.16 669 16MAY2024 0700 Existing_4%Surge+Baseflow 12.11 2.23 2.23 669 16MAY2024 0700 Existing_2%Surge+Baseflow 17.14 3.15 3.15 669 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 16MAY2024 0800 Existing_10%Surge+Baseflow 14.09 2.59 2.59 669 16MAY2024 0800 Existing_4%Surge+Baseflow 16.35 3 3 669 16MAY2024 0800 Existing_2%Surge+Baseflow 20.35 3.74 3.74 669 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.47 2.47 669 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 3.24 3.24 669 16MAY2024 0900 Existing_2%Surge+Baseflow 19.93 3.66 3.66 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 25 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 669 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 16MAY2024 1000 Existing_10%Surge+Baseflow 10.58 1.98 2.09 669 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 3.01 3.01 669 16MAY2024 1000 Existing_2%Surge+Baseflow 18.45 3.39 3.39 669 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 0.33 0.32 669 16MAY2024 1100 Existing_4%Surge+Baseflow 14.83 2.73 2.73 669 16MAY2024 1100 Existing_2%Surge+Baseflow 17.2 3.16 3.16 669 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 16MAY2024 1200 Existing_4%Surge+Baseflow 12.95 2.38 2.43 669 16MAY2024 1200 Existing_2%Surge+Baseflow 15.76 2.9 2.9 669 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 0.08 0.07 669 16MAY2024 1300 Existing_4%Surge+Baseflow 9.06 1.82 1.9 669 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.56 2.56 669 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 0.08 0.08 669 16MAY2024 1400 Existing_2%Surge+Baseflow 11.18 2.05 2.17 669 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 0.07 0.07 669 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 0.07 0.07 669 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 0.65 0.64 669 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 0.05 0.05 669 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 0.05 0.05 669 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 0.05 0.05 669 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 0.07 0.07 669 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 0.07 0.07 669 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 0.07 0.07 669 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 0.08 0.07 669 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 0.08 0.07 669 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 0.08 0.07 669 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 0.08 0.08 669 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 0.08 0.08 669 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 0.08 0.08 669 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 0.1 0.1 669 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 0.1 0.1 669 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 0.1 0.1 669 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 0.11 0.11 669 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 0.11 0.11 669 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 0.11 0.11 669 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 0.09 0.08 669 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 0.09 0.08 669 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 0.09 0.08 669 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 0.09 0.09 669 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 0.09 0.09 654 Max WS Existing_TypTide+Baseflow 0.2 2.02 3.9 3.9 0 0.02 9.43 10.07 0 654 Max WS Existing_10%Surge+Baseflow -10.2 2.02 6.73 6.73 0.000019 -0.37 27.54 18.31 0.03 654 Max WS Existing_4%Surge+Baseflow -23.9 2.02 8.12 8.13 0.000041 -0.66 36.41 27.06 0.05 654 Max WS Existing_2%Surge+Baseflow -28 2.02 9 9.01 0.000035 -0.67 42.06 35.91 0.05 654 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 26 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 1800 Existing_4%Surge+Baseflow -2.51 2.02 4.22 4.22 0.000022 -0.22 11.44 10.94 0.03 654 15MAY2024 1800 Existing_2%Surge+Baseflow -3.08 2.02 4.4 4.4 0.000023 -0.24 12.6 11.47 0.03 654 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 1900 Existing_10%Surge+Baseflow -1.36 2.02 4.44 4.44 0.000004 -0.11 12.87 11.59 0.01 654 15MAY2024 1900 Existing_4%Surge+Baseflow -7.3 2.02 5.03 5.03 0.000052 -0.44 16.63 13.3 0.05 654 15MAY2024 1900 Existing_2%Surge+Baseflow -7.63 2.02 5.15 5.16 0.000049 -0.44 17.43 13.67 0.05 654 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 2000 Existing_10%Surge+Baseflow -5.26 2.02 4.88 4.88 0.000033 -0.34 15.66 12.86 0.04 654 15MAY2024 2000 Existing_4%Surge+Baseflow -8.35 2.02 5.51 5.52 0.000039 -0.42 19.74 14.73 0.04 654 15MAY2024 2000 Existing_2%Surge+Baseflow -10.2 2.02 5.77 5.77 0.000044 -0.47 21.38 15.48 0.05 654 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 2100 Existing_10%Surge+Baseflow -6.76 2.02 5.31 5.32 0.000032 -0.37 18.47 14.15 0.04 654 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 2.02 5.96 5.96 0.000037 -0.45 22.57 16.02 0.04 654 15MAY2024 2100 Existing_2%Surge+Baseflow -12.1 2.02 6.3 6.3 0.000038 -0.49 24.75 17.02 0.04 654 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 2200 Existing_10%Surge+Baseflow -8.79 2.02 5.71 5.72 0.000035 -0.42 21.03 15.31 0.04 654 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 2.02 6.42 6.43 0.000032 -0.46 25.57 17.4 0.04 654 15MAY2024 2200 Existing_2%Surge+Baseflow -16.8 2.02 7.31 7.31 0.000034 -0.54 31.22 20.2 0.04 654 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 2300 Existing_10%Surge+Baseflow -9.74 2.02 6.06 6.06 0.000031 -0.42 23.24 16.33 0.04 654 15MAY2024 2300 Existing_4%Surge+Baseflow -14.9 2.02 7.13 7.14 0.00003 -0.49 30.1 19.55 0.04 654 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 2.02 8.26 8.26 0.000043 -0.68 37.3 28.33 0.05 654 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 2.02 6.4 6.4 0.000027 -0.42 25.42 17.33 0.04 654 16MAY2024 0000 Existing_4%Surge+Baseflow -22.5 2.02 7.96 7.96 0.00004 -0.64 35.38 25.33 0.05 654 16MAY2024 0000 Existing_2%Surge+Baseflow -29.2 2.02 8.72 8.73 0.000044 -0.72 40.25 32.91 0.05 654 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 0100 Existing_10%Surge+Baseflow -11 2.02 6.68 6.68 0.000023 -0.4 27.19 18.15 0.03 654 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.02 8.12 8.12 0.000041 -0.65 36.41 27.05 0.05 654 16MAY2024 0100 Existing_2%Surge+Baseflow -28.4 2.02 8.96 8.97 0.000037 -0.68 41.79 35.49 0.05 654 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 0200 Existing_10%Surge+Baseflow -9.38 2.02 6.71 6.72 0.000016 -0.34 27.42 18.26 0.03 654 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 2.02 7.95 7.95 0.000029 -0.54 35.33 25.24 0.04 654 16MAY2024 0200 Existing_2%Surge+Baseflow -22.4 2.02 8.82 8.82 0.000025 -0.55 40.9 34 0.04 654 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 0300 Existing_10%Surge+Baseflow -5.51 2.02 6.55 6.55 0.000006 -0.21 26.4 17.78 0.02 654 16MAY2024 0300 Existing_4%Surge+Baseflow -7.25 2.02 7.59 7.59 0.000005 -0.22 33.03 21.5 0.02 654 16MAY2024 0300 Existing_2%Surge+Baseflow -12.6 2.02 8.45 8.45 0.000009 -0.33 38.54 30.34 0.02 654 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 0400 Existing_10%Surge+Baseflow 4.54 2.02 6.26 6.26 0.000006 0.19 24.53 16.92 0.02 654 16MAY2024 0400 Existing_4%Surge+Baseflow 7.91 2.02 7.28 7.28 0.000008 0.25 31.05 20.1 0.02 654 16MAY2024 0400 Existing_2%Surge+Baseflow 9.67 2.02 7.96 7.96 0.000007 0.27 35.4 25.36 0.02 654 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 0500 Existing_10%Surge+Baseflow 7.5 2.02 5.96 5.96 0.00002 0.33 22.57 16.02 0.03 654 16MAY2024 0500 Existing_4%Surge+Baseflow 11.31 2.02 6.97 6.97 0.00002 0.39 29.05 19.02 0.03 654 16MAY2024 0500 Existing_2%Surge+Baseflow 15.14 2.02 7.47 7.47 0.000025 0.47 32.27 20.79 0.04 654 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 0600 Existing_10%Surge+Baseflow 9.74 2.02 5.58 5.58 0.000049 0.48 20.16 14.92 0.05 654 16MAY2024 0600 Existing_4%Surge+Baseflow 13.88 2.02 6.6 6.6 0.000039 0.52 26.68 17.91 0.04 654 16MAY2024 0600 Existing_2%Surge+Baseflow 14.35 2.02 7.27 7.27 0.000026 0.46 30.97 20.05 0.04 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 27 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 0700 Existing_10%Surge+Baseflow 11.76 2.02 5.13 5.14 0.000119 0.68 17.3 13.61 0.07 654 16MAY2024 0700 Existing_4%Surge+Baseflow 12.11 2.02 6.03 6.03 0.000049 0.53 23.02 16.23 0.05 654 16MAY2024 0700 Existing_2%Surge+Baseflow 17.14 2.02 6.81 6.82 0.000051 0.61 28.05 18.55 0.05 654 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 0800 Existing_10%Surge+Baseflow 14.09 2.02 4.53 4.55 0.000396 1.05 13.45 11.85 0.13 654 16MAY2024 0800 Existing_4%Surge+Baseflow 16.35 2.02 5.05 5.06 0.000256 0.97 16.77 13.37 0.11 654 16MAY2024 0800 Existing_2%Surge+Baseflow 20.35 2.02 6.2 6.21 0.000118 0.84 24.13 16.73 0.08 654 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.02 4.25 4.27 0.00058 1.15 11.66 11.03 0.15 654 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 2.02 4.48 4.51 0.000675 1.34 13.12 11.7 0.17 654 16MAY2024 0900 Existing_2%Surge+Baseflow 19.93 2.02 4.65 4.68 0.000662 1.4 14.2 12.2 0.17 654 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 1000 Existing_10%Surge+Baseflow 10.58 2.02 4.08 4.1 0.000498 1 10.58 10.54 0.14 654 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 2.02 4.37 4.4 0.000699 1.32 12.43 11.39 0.17 654 16MAY2024 1000 Existing_2%Surge+Baseflow 18.45 2.02 4.5 4.53 0.000719 1.39 13.23 11.75 0.17 654 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 2.02 3.74 3.74 0.000016 0.15 8.42 9.65 0.02 654 16MAY2024 1100 Existing_4%Surge+Baseflow 14.83 2.02 4.27 4.3 0.000678 1.26 11.81 11.1 0.16 654 16MAY2024 1100 Existing_2%Surge+Baseflow 17.2 2.02 4.39 4.42 0.00074 1.37 12.58 11.45 0.17 654 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 1200 Existing_4%Surge+Baseflow 12.95 2.02 4.16 4.19 0.000634 1.17 11.11 10.78 0.16 654 16MAY2024 1200 Existing_2%Surge+Baseflow 15.76 2.02 4.31 4.34 0.000718 1.31 12.04 11.21 0.17 654 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 1300 Existing_4%Surge+Baseflow 9.06 2.02 3.99 4 0.000445 0.91 9.97 10.34 0.13 654 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.02 4.22 4.24 0.00066 1.21 11.47 10.95 0.16 654 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 2.02 3.76 3.76 0.000001 0.04 8.53 9.7 0.01 654 16MAY2024 1400 Existing_2%Surge+Baseflow 11.18 2.02 4.1 4.12 0.000532 1.04 10.72 10.61 0.14 654 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 2.02 3.83 3.84 0.000058 0.31 8.99 9.89 0.05 654 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 640 Max WS Existing_TypTide+Baseflow 0.2 2.8 3.9 3.9 0.000001 0.02 9.71 13.89 0 640 Max WS Existing_10%Surge+Baseflow -10.2 2.8 6.73 6.73 0.000003 -0.1 319.8 314.39 0.01 640 Max WS Existing_4%Surge+Baseflow -23.9 2.8 8.12 8.12 0.000002 -0.1 770.57 332.52 0.01 640 Max WS Existing_2%Surge+Baseflow -28.1 2.8 9 9 0.000001 -0.08 1067.5 349.01 0.01 640 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0400 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 28 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 15MAY2024 0400 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0400 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 1800 Existing_4%Surge+Baseflow -2.54 2.8 4.22 4.22 0.000033 -0.18 14.2 14.62 0.03 640 15MAY2024 1800 Existing_2%Surge+Baseflow -3.12 2.8 4.4 4.4 0.000029 -0.18 16.88 15.04 0.03 640 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 1900 Existing_10%Surge+Baseflow -1.38 2.8 4.44 4.44 0.000005 -0.08 17.49 15.14 0.01 640 15MAY2024 1900 Existing_4%Surge+Baseflow -7.33 2.8 5.03 5.03 0.00004 -0.27 26.83 16.51 0.04 640 15MAY2024 1900 Existing_2%Surge+Baseflow -7.66 2.8 5.15 5.16 0.000035 -0.26 28.92 16.81 0.04 640 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 2000 Existing_10%Surge+Baseflow -5.28 2.8 4.88 4.88 0.000028 -0.22 24.35 16.16 0.03 640 15MAY2024 2000 Existing_4%Surge+Baseflow -8.43 2.8 5.51 5.52 0.000024 -0.24 35.13 17.65 0.03 640 15MAY2024 2000 Existing_2%Surge+Baseflow -10.3 2.8 5.77 5.77 0.000025 -0.26 47.1 109.99 0.03 640 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 2100 Existing_10%Surge+Baseflow -6.78 2.8 5.32 5.32 0.000021 -0.21 31.67 17.18 0.03 640 15MAY2024 2100 Existing_4%Surge+Baseflow -10.4 2.8 5.96 5.96 0.000018 -0.23 82.82 276.38 0.03 640 15MAY2024 2100 Existing_2%Surge+Baseflow -12.4 2.8 6.3 6.3 0.000011 -0.19 184.45 307.53 0.02 640 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 2200 Existing_10%Surge+Baseflow -8.87 2.8 5.72 5.72 0.00002 -0.23 41.96 72.47 0.03 640 15MAY2024 2200 Existing_4%Surge+Baseflow -12 2.8 6.43 6.43 0.000007 -0.16 224.12 309.69 0.02 640 15MAY2024 2200 Existing_2%Surge+Baseflow -22.5 2.8 7.31 7.31 0.000004 -0.15 503.17 322.61 0.01 640 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 2300 Existing_10%Surge+Baseflow -9.92 2.8 6.06 6.06 0.000013 -0.2 112.9 294.24 0.02 640 15MAY2024 2300 Existing_4%Surge+Baseflow -16.8 2.8 7.13 7.13 0.000003 -0.13 446.61 319.8 0.01 640 15MAY2024 2300 Existing_2%Surge+Baseflow -25.7 2.8 8.26 8.26 0.000001 -0.1 816.81 333.26 0.01 640 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 0000 Existing_10%Surge+Baseflow -10.8 2.8 6.4 6.4 0.000006 -0.15 216.5 309.34 0.02 640 16MAY2024 0000 Existing_4%Surge+Baseflow -22.7 2.8 7.96 7.96 0.000002 -0.11 717.04 331.6 0.01 640 16MAY2024 0000 Existing_2%Surge+Baseflow -29.5 2.8 8.72 8.72 0.000001 -0.1 970.76 335.81 0.01 640 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 0100 Existing_10%Surge+Baseflow -11.1 2.8 6.68 6.68 0.000003 -0.12 302.69 313.58 0.01 640 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.8 8.12 8.12 0.000002 -0.1 770.37 332.52 0.01 640 16MAY2024 0100 Existing_2%Surge+Baseflow -28.6 2.8 8.96 8.96 0.000001 -0.09 1052.8 347.03 0.01 640 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 0200 Existing_10%Surge+Baseflow -9.32 2.8 6.71 6.71 0.000002 -0.1 313.96 314.14 0.01 640 16MAY2024 0200 Existing_4%Surge+Baseflow -18.8 2.8 7.95 7.95 0.000001 -0.09 714.03 331.55 0.01 640 16MAY2024 0200 Existing_2%Surge+Baseflow -22.3 2.8 8.82 8.82 0.000001 -0.07 1004.8 340.44 0.01 640 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 0300 Existing_10%Surge+Baseflow -5.35 2.8 6.55 6.55 0.000001 -0.06 264.05 311.62 0.01 640 16MAY2024 0300 Existing_4%Surge+Baseflow -7.02 2.8 7.59 7.59 0 -0.04 594.87 329.58 0 640 16MAY2024 0300 Existing_2%Surge+Baseflow -12.2 2.8 8.45 8.45 0 -0.05 880.76 334.27 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 29 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 16MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 0400 Existing_10%Surge+Baseflow 4.71 2.8 6.26 6.26 0.000002 0.08 173.58 306.87 0.01 640 16MAY2024 0400 Existing_4%Surge+Baseflow 8.08 2.8 7.28 7.28 0.000001 0.05 494.25 321.82 0.01 640 16MAY2024 0400 Existing_2%Surge+Baseflow 10.06 2.8 7.96 7.96 0 0.05 717.64 331.61 0 640 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 0500 Existing_10%Surge+Baseflow 7.67 2.8 5.96 5.96 0.00001 0.17 82.4 276.11 0.02 640 16MAY2024 0500 Existing_4%Surge+Baseflow 11.52 2.8 6.97 6.97 0.000002 0.1 394.14 317.57 0.01 640 16MAY2024 0500 Existing_2%Surge+Baseflow 15.25 2.8 7.47 7.47 0.000002 0.09 556.16 328.89 0.01 640 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 0600 Existing_10%Surge+Baseflow 9.81 2.8 5.58 5.58 0.00003 0.27 36.5 26.03 0.03 640 16MAY2024 0600 Existing_4%Surge+Baseflow 14.11 2.8 6.6 6.6 0.000007 0.16 277.59 312.31 0.02 640 16MAY2024 0600 Existing_2%Surge+Baseflow 14.55 2.8 7.27 7.27 0.000002 0.1 490.22 321.59 0.01 640 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 0700 Existing_10%Surge+Baseflow 11.78 2.8 5.14 5.14 0.000086 0.41 28.59 16.76 0.06 640 16MAY2024 0700 Existing_4%Surge+Baseflow 12.49 2.8 6.03 6.03 0.000022 0.26 102.83 290.74 0.03 640 16MAY2024 0700 Existing_2%Surge+Baseflow 17.46 2.8 6.81 6.81 0.000006 0.17 344.87 315.47 0.02 640 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 0800 Existing_10%Surge+Baseflow 14.12 2.8 4.53 4.54 0.000422 0.75 18.94 15.36 0.12 640 16MAY2024 0800 Existing_4%Surge+Baseflow 16.39 2.8 5.05 5.06 0.000191 0.6 27.25 16.57 0.08 640 16MAY2024 0800 Existing_2%Surge+Baseflow 20.75 2.8 6.2 6.2 0.000039 0.36 155.16 305.85 0.04 640 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.8 4.25 4.26 0.000833 0.92 14.65 14.69 0.16 640 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 2.8 4.48 4.5 0.000747 0.97 18.16 15.24 0.16 640 16MAY2024 0900 Existing_2%Surge+Baseflow 19.94 2.8 4.66 4.67 0.000631 0.96 20.82 15.64 0.15 640 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 1000 Existing_10%Surge+Baseflow 10.59 2.8 4.08 4.09 0.000919 0.87 12.17 14.29 0.17 640 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 2.8 4.37 4.39 0.000867 0.99 16.48 14.98 0.17 640 16MAY2024 1000 Existing_2%Surge+Baseflow 18.46 2.8 4.5 4.52 0.000782 1 18.43 15.28 0.16 640 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 2.8 3.74 3.74 0.000061 0.17 7.53 13.5 0.04 640 16MAY2024 1100 Existing_4%Surge+Baseflow 14.84 2.8 4.27 4.29 0.000944 0.99 15.01 14.75 0.17 640 16MAY2024 1100 Existing_2%Surge+Baseflow 17.21 2.8 4.4 4.41 0.000894 1.02 16.84 15.04 0.17 640 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 1200 Existing_4%Surge+Baseflow 12.96 2.8 4.16 4.18 0.001028 0.97 13.37 14.49 0.18 640 16MAY2024 1200 Existing_2%Surge+Baseflow 15.77 2.8 4.31 4.33 0.000956 1.01 15.56 14.84 0.17 640 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 1300 Existing_4%Surge+Baseflow 9.07 2.8 3.98 3.99 0.000981 0.84 10.79 14.07 0.17 640 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.8 4.22 4.23 0.000988 0.98 14.2 14.62 0.18 640 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_4%Surge+Baseflow 0.31 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_2%Surge+Baseflow 11.19 2.8 4.1 4.11 0.000947 0.9 12.49 14.34 0.17 640 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 2.8 3.83 3.83 0.000176 0.32 8.74 13.72 0.07 640 16MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 0 Max WS Existing_TypTide+Baseflow -2.98 -1.49 3.9 -0.84 3.9 0 -0.02 408.9 428.87 0 0 Max WS Existing_10%Surge+Baseflow -25.4 -1.49 7 0.02 7 0 -0.03 2400.9 691.04 0 0 Max WS Existing_4%Surge+Baseflow -32.6 -1.49 8.12 0.18 8.12 0 -0.03 3189.1 713.91 0 0 Max WS Existing_2%Surge+Baseflow -62 -1.49 9 0.65 9 0 -0.04 3821.5 725.47 0 0 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0100 Existing_TypTide+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0100 Existing_10%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 30 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 15MAY2024 0100 Existing_4%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0100 Existing_2%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0200 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0400 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_10%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0500 Existing_TypTide+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_10%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_4%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_2%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1100 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_4%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1400 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1600 Existing_TypTide+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_4%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_2%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 1800 Existing_4%Surge+Baseflow -72.4 -1.49 4.24 0.76 4.24 0.000017 -0.29 593 609.07 0.03 0 15MAY2024 1800 Existing_2%Surge+Baseflow -98 -1.49 4.43 1.07 4.43 0.000022 -0.34 709.16 612.75 0.03 0 15MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 1900 Existing_10%Surge+Baseflow -44.7 -1.49 4.45 0.4 4.45 0.000004 -0.15 721.42 613.04 0.01 0 15MAY2024 1900 Existing_4%Surge+Baseflow -115 -1.49 5.18 1.19 5.18 0.00001 -0.25 1182.1 649.08 0.02 0 15MAY2024 1900 Existing_2%Surge+Baseflow -95.6 -1.49 5.31 1.06 5.31 0.000005 -0.2 1266.7 652.03 0.02 0 15MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 2000 Existing_10%Surge+Baseflow -65.7 -1.49 4.94 0.67 4.94 0.000004 -0.16 1027.3 639.18 0.01 0 15MAY2024 2000 Existing_4%Surge+Baseflow -83.5 -1.49 5.75 0.93 5.75 0.000002 -0.14 1556.2 662.38 0.01 0 15MAY2024 2000 Existing_2%Surge+Baseflow -117 -1.49 6.15 1.19 6.15 0.000003 -0.17 1822.7 670.62 0.01 0 15MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 2100 Existing_10%Surge+Baseflow -72.2 -1.49 5.43 0.76 5.43 0.000003 -0.14 1345.2 655.86 0.01 0 15MAY2024 2100 Existing_4%Surge+Baseflow -79.4 -1.49 6.32 0.86 6.32 0.000001 -0.11 1937 674.41 0.01 0 15MAY2024 2100 Existing_2%Surge+Baseflow -101 -1.49 6.86 1.11 6.86 0.000001 -0.11 2304.4 686.71 0.01 0 15MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 2200 Existing_10%Surge+Baseflow -76.9 -1.49 5.97 0.81 5.97 0.000002 -0.12 1702.3 666.58 0.01 0 15MAY2024 2200 Existing_4%Surge+Baseflow -99.6 -1.49 6.96 1.08 6.96 0.000001 -0.11 2373.3 689.68 0.01 0 15MAY2024 2200 Existing_2%Surge+Baseflow -219 -1.49 7.58 1.65 7.58 0.000003 -0.2 2805.7 704.46 0.01 0 15MAY2024 2300 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 2300 Existing_10%Surge+Baseflow -57.1 -1.49 6.37 0.58 6.37 0.000001 -0.07 1970.7 675.67 0.01 0 15MAY2024 2300 Existing_4%Surge+Baseflow -114 -1.49 7.53 1.18 7.53 0.000001 -0.1 2770.5 703.3 0.01 0 15MAY2024 2300 Existing_2%Surge+Baseflow -92.3 -1.49 8.26 1.03 8.26 0 -0.07 3289.1 715.23 0 0 16MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 0000 Existing_10%Surge+Baseflow -66.7 -1.49 6.78 0.7 6.78 0.000001 -0.08 2249.6 684.86 0.01 0 16MAY2024 0000 Existing_4%Surge+Baseflow -72.7 -1.49 7.96 0.75 7.96 0 -0.06 3075 712.12 0 0 16MAY2024 0000 Existing_2%Surge+Baseflow -96.5 -1.49 8.72 1.06 8.72 0 -0.07 3619.2 720.07 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 31 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 16MAY2024 0100 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 0100 Existing_10%Surge+Baseflow -14.7 -1.49 6.98 -0.26 6.98 0 -0.02 2387.1 690.36 0 0 16MAY2024 0100 Existing_4%Surge+Baseflow -24.8 -1.49 8.12 0.01 8.12 0 -0.02 3189.1 713.91 0 0 16MAY2024 0100 Existing_2%Surge+Baseflow -62.4 -1.49 8.96 0.65 8.96 0 -0.04 3792.5 724.51 0 0 16MAY2024 0200 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 0200 Existing_10%Surge+Baseflow 21.46 -1.49 6.85 -0.07 6.85 0 0.02 2297.6 686.48 0 0 16MAY2024 0200 Existing_4%Surge+Baseflow 14.2 -1.49 7.95 -0.28 7.95 0 0.01 3067.9 712 0 0 16MAY2024 0200 Existing_2%Surge+Baseflow 2.69 -1.49 8.82 -0.87 8.82 0 0 3691.2 721.67 0 0 16MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 0300 Existing_10%Surge+Baseflow 42.45 -1.49 6.57 0.37 6.57 0 0.05 2106.3 679.84 0 0 16MAY2024 0300 Existing_4%Surge+Baseflow 42.94 -1.49 7.59 0.37 7.59 0 0.04 2812.7 704.69 0 0 16MAY2024 0300 Existing_2%Surge+Baseflow 54.23 -1.49 8.45 0.54 8.45 0 0.04 3425.2 717 0 0 16MAY2024 0400 Existing_TypTide+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 0400 Existing_10%Surge+Baseflow 59.94 -1.49 6.16 0.61 6.16 0.000001 0.08 1829.4 670.82 0.01 0 16MAY2024 0400 Existing_4%Surge+Baseflow 71.98 -1.49 7.08 0.76 7.08 0.000001 0.07 2456.2 693.26 0.01 0 16MAY2024 0400 Existing_2%Surge+Baseflow 92.65 -1.49 7.96 1.03 7.96 0 0.08 3075 712.12 0.01 0 16MAY2024 0500 Existing_TypTide+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 0500 Existing_10%Surge+Baseflow 52.33 -1.49 5.75 0.51 5.75 0.000001 0.09 1556.2 662.38 0.01 0 16MAY2024 0500 Existing_4%Surge+Baseflow 81.76 -1.49 6.55 0.9 6.55 0.000001 0.1 2092.7 679.44 0.01 0 16MAY2024 0500 Existing_2%Surge+Baseflow 99.69 -1.49 7.35 1.1 7.35 0.000001 0.1 2644.3 699.36 0.01 0 16MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 0600 Existing_10%Surge+Baseflow 58.4 -1.49 5.31 0.59 5.31 0.000002 0.12 1266.7 652.03 0.01 0 16MAY2024 0600 Existing_4%Surge+Baseflow 91.37 -1.49 6 1.02 6 0.000002 0.14 1722.3 667.17 0.01 0 16MAY2024 0600 Existing_2%Surge+Baseflow 100.3 -1.49 6.68 1.08 6.68 0.000001 0.12 2181.2 682.3 0.01 0 16MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 0700 Existing_10%Surge+Baseflow 71.21 -1.49 4.82 0.74 4.82 0.000006 0.19 950.91 633.8 0.02 0 16MAY2024 0700 Existing_4%Surge+Baseflow 87.18 -1.49 5.4 0.97 5.4 0.000004 0.17 1325.5 655.14 0.01 0 16MAY2024 0700 Existing_2%Surge+Baseflow 131.2 -1.49 5.85 1.26 5.85 0.000005 0.21 1622.5 664.22 0.02 0 16MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 0800 Existing_10%Surge+Baseflow 88.53 -1.49 4.1 0.99 4.1 0.000033 0.39 509.8 578.38 0.04 0 16MAY2024 0800 Existing_4%Surge+Baseflow 117.7 -1.49 4.38 1.19 4.38 0.000035 0.42 678.54 611.99 0.04 0 16MAY2024 0800 Existing_2%Surge+Baseflow 130.2 -1.49 4.83 1.24 4.83 0.00002 0.35 957.25 634.28 0.03 0 16MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 0900 Existing_10%Surge+Baseflow 17.27 -1.49 3.82 -0.19 3.82 0.000002 0.09 375.37 410.06 0.01 0 16MAY2024 0900 Existing_4%Surge+Baseflow 21.6 -1.49 3.82 -0.07 3.82 0.000003 0.12 375.37 410.06 0.01 0 16MAY2024 0900 Existing_2%Surge+Baseflow 27.4 -1.49 3.82 0.06 3.82 0.000006 0.15 375.37 410.06 0.02 0 16MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 1000 Existing_10%Surge+Baseflow 14.84 -1.49 3.77 -0.26 3.77 0.000002 0.08 355.18 392.92 0.01 0 16MAY2024 1000 Existing_4%Surge+Baseflow 20.61 -1.49 3.77 -0.09 3.77 0.000003 0.12 355.18 392.92 0.01 0 16MAY2024 1000 Existing_2%Surge+Baseflow 22.67 -1.49 3.77 -0.04 3.77 0.000004 0.13 355.18 392.92 0.01 0 16MAY2024 1100 Existing_TypTide+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 1100 Existing_10%Surge+Baseflow 2.51 -1.49 3.73 -0.88 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 1100 Existing_4%Surge+Baseflow 15.15 -1.49 3.73 -0.25 3.73 0.000002 0.09 339.74 379.63 0.01 0 16MAY2024 1100 Existing_2%Surge+Baseflow 17.46 -1.49 3.73 -0.18 3.73 0.000003 0.1 339.74 379.63 0.01 0 16MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 1200 Existing_10%Surge+Baseflow 1.3 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 1200 Existing_4%Surge+Baseflow 13.29 -1.49 3.7 -0.31 3.7 0.000002 0.08 328.51 369.79 0.01 0 16MAY2024 1200 Existing_2%Surge+Baseflow 16.01 -1.49 3.7 -0.22 3.7 0.000002 0.1 328.51 369.79 0.01 0 16MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 1300 Existing_4%Surge+Baseflow 8.72 -1.49 3.72 -0.5 3.72 0.000001 0.05 335.96 375.37 0.01 0 16MAY2024 1300 Existing_2%Surge+Baseflow 13.72 -1.49 3.72 -0.3 3.72 0.000002 0.08 335.96 375.37 0.01 0 16MAY2024 1400 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_4%Surge+Baseflow -1.12 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_2%Surge+Baseflow 10.75 -1.49 3.76 -0.41 3.76 0.000001 0.06 351.27 390.08 0.01 0 16MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_2%Surge+Baseflow 1.66 -1.49 3.8 -0.98 3.8 0 0.01 367.21 406.06 0 0 16MAY2024 1600 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2300 Existing_TypTide+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_10%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_4%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0000 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 32 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 17MAY2024 0000 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0000 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 669 17MAY2024 2300 Existing_4%Surge+Baseflow 0.33 0.09 0.08 669 17MAY2024 2300 Existing_2%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 0000 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 18MAY2024 0000 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 0000 Existing_4%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 0000 Existing_2%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 0100 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 18MAY2024 0100 Existing_10%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 0100 Existing_4%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 0100 Existing_2%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 0200 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 18MAY2024 0200 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0200 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0200 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0300 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 18MAY2024 0300 Existing_10%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 0300 Existing_4%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 0300 Existing_2%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 0400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 18MAY2024 0400 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0400 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0400 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 0500 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 18MAY2024 0500 Existing_10%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 0500 Existing_4%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 0500 Existing_2%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 0600 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 18MAY2024 0600 Existing_10%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 0600 Existing_4%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 0600 Existing_2%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 0700 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 18MAY2024 0700 Existing_10%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 0700 Existing_4%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 0700 Existing_2%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 0800 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 18MAY2024 0800 Existing_10%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 0800 Existing_4%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 0800 Existing_2%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 0900 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 18MAY2024 0900 Existing_10%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 0900 Existing_4%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 0900 Existing_2%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 1000 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 18MAY2024 1000 Existing_10%Surge+Baseflow 0.44 0.11 0.11 669 18MAY2024 1000 Existing_4%Surge+Baseflow 0.44 0.11 0.11 669 18MAY2024 1000 Existing_2%Surge+Baseflow 0.44 0.11 0.11 669 18MAY2024 1100 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 18MAY2024 1100 Existing_10%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 1100 Existing_4%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 1100 Existing_2%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 1200 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 18MAY2024 1200 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 1200 Existing_4%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 1200 Existing_2%Surge+Baseflow 0.33 0.09 0.09 669 18MAY2024 1300 Existing_TypTide+Baseflow 0.29 0.08 0.07 669 18MAY2024 1300 Existing_10%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 1300 Existing_4%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 1300 Existing_2%Surge+Baseflow 0.29 0.08 0.07 669 18MAY2024 1400 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 18MAY2024 1400 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1400 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1400 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1500 Existing_TypTide+Baseflow 0.28 0.07 0.07 669 18MAY2024 1500 Existing_10%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 1500 Existing_4%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 1500 Existing_2%Surge+Baseflow 0.28 0.07 0.07 669 18MAY2024 1600 Existing_TypTide+Baseflow 0.29 0.07 0.07 669 18MAY2024 1600 Existing_10%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1600 Existing_4%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1600 Existing_2%Surge+Baseflow 0.29 0.07 0.07 669 18MAY2024 1700 Existing_TypTide+Baseflow 0.2 0.05 0.05 669 18MAY2024 1700 Existing_10%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 1700 Existing_4%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 1700 Existing_2%Surge+Baseflow 0.2 0.05 0.05 669 18MAY2024 1800 Existing_TypTide+Baseflow 0.3 0.07 0.07 669 18MAY2024 1800 Existing_10%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 1800 Existing_4%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 1800 Existing_2%Surge+Baseflow 0.3 0.07 0.07 669 18MAY2024 1900 Existing_TypTide+Baseflow 0.33 0.08 0.07 669 18MAY2024 1900 Existing_10%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 1900 Existing_4%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 1900 Existing_2%Surge+Baseflow 0.33 0.08 0.07 669 18MAY2024 2000 Existing_TypTide+Baseflow 0.33 0.08 0.08 669 18MAY2024 2000 Existing_10%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 2000 Existing_4%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 2000 Existing_2%Surge+Baseflow 0.33 0.08 0.08 669 18MAY2024 2100 Existing_TypTide+Baseflow 0.41 0.1 0.1 669 18MAY2024 2100 Existing_10%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 2100 Existing_4%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 2100 Existing_2%Surge+Baseflow 0.41 0.1 0.1 669 18MAY2024 2200 Existing_TypTide+Baseflow 0.44 0.11 0.11 669 18MAY2024 2200 Existing_10%Surge+Baseflow 0.44 0.11 0.11 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 33 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 669 18MAY2024 2200 Existing_4%Surge+Baseflow 0.44 0.11 0.11 669 18MAY2024 2200 Existing_2%Surge+Baseflow 0.44 0.11 0.11 669 18MAY2024 2300 Existing_TypTide+Baseflow 0.33 0.09 0.08 669 18MAY2024 2300 Existing_10%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 2300 Existing_4%Surge+Baseflow 0.33 0.09 0.08 669 18MAY2024 2300 Existing_2%Surge+Baseflow 0.33 0.09 0.08 669 19MAY2024 0000 Existing_TypTide+Baseflow 0.33 0.09 0.09 669 19MAY2024 0000 Existing_10%Surge+Baseflow 0.33 0.09 0.09 669 19MAY2024 0000 Existing_4%Surge+Baseflow 0.33 0.09 0.09 669 19MAY2024 0000 Existing_2%Surge+Baseflow 0.33 0.09 0.09 654 Max WS Existing_TypTide+Baseflow 0.2 2.02 3.9 3.9 0 0.02 9.43 10.07 0 654 Max WS Existing_10%Surge+Baseflow -10.2 2.02 6.73 6.73 0.000019 -0.37 27.54 18.31 0.03 654 Max WS Existing_4%Surge+Baseflow -23.9 2.02 8.12 8.13 0.000041 -0.66 36.41 27.06 0.05 654 Max WS Existing_2%Surge+Baseflow -28 2.02 9 9.01 0.000035 -0.67 42.06 35.91 0.05 654 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.02 3.7 3.7 0.000001 0.04 8.15 9.54 0.01 654 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 15MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 15MAY2024 1800 Existing_4%Surge+Baseflow -2.51 2.02 4.22 4.22 0.000022 -0.22 11.44 10.94 0.03 654 15MAY2024 1800 Existing_2%Surge+Baseflow -3.08 2.02 4.4 4.4 0.000023 -0.24 12.6 11.47 0.03 654 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 15MAY2024 1900 Existing_10%Surge+Baseflow -1.36 2.02 4.44 4.44 0.000004 -0.11 12.87 11.59 0.01 654 15MAY2024 1900 Existing_4%Surge+Baseflow -7.3 2.02 5.03 5.03 0.000052 -0.44 16.63 13.3 0.05 654 15MAY2024 1900 Existing_2%Surge+Baseflow -7.63 2.02 5.15 5.16 0.000049 -0.44 17.43 13.67 0.05 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 34 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 15MAY2024 2000 Existing_10%Surge+Baseflow -5.26 2.02 4.88 4.88 0.000033 -0.34 15.66 12.86 0.04 654 15MAY2024 2000 Existing_4%Surge+Baseflow -8.35 2.02 5.51 5.52 0.000039 -0.42 19.74 14.73 0.04 654 15MAY2024 2000 Existing_2%Surge+Baseflow -10.2 2.02 5.77 5.77 0.000044 -0.47 21.38 15.48 0.05 654 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 15MAY2024 2100 Existing_10%Surge+Baseflow -6.76 2.02 5.31 5.32 0.000032 -0.37 18.47 14.15 0.04 654 15MAY2024 2100 Existing_4%Surge+Baseflow -10.1 2.02 5.96 5.96 0.000037 -0.45 22.57 16.02 0.04 654 15MAY2024 2100 Existing_2%Surge+Baseflow -12.1 2.02 6.3 6.3 0.000038 -0.49 24.75 17.02 0.04 654 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 15MAY2024 2200 Existing_10%Surge+Baseflow -8.79 2.02 5.71 5.72 0.000035 -0.42 21.03 15.31 0.04 654 15MAY2024 2200 Existing_4%Surge+Baseflow -11.7 2.02 6.42 6.43 0.000032 -0.46 25.57 17.4 0.04 654 15MAY2024 2200 Existing_2%Surge+Baseflow -16.8 2.02 7.31 7.31 0.000034 -0.54 31.22 20.2 0.04 654 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 15MAY2024 2300 Existing_10%Surge+Baseflow -9.74 2.02 6.06 6.06 0.000031 -0.42 23.24 16.33 0.04 654 15MAY2024 2300 Existing_4%Surge+Baseflow -14.9 2.02 7.13 7.14 0.00003 -0.49 30.1 19.55 0.04 654 15MAY2024 2300 Existing_2%Surge+Baseflow -25.3 2.02 8.26 8.26 0.000043 -0.68 37.3 28.33 0.05 654 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 0000 Existing_10%Surge+Baseflow -10.6 2.02 6.4 6.4 0.000027 -0.42 25.42 17.33 0.04 654 16MAY2024 0000 Existing_4%Surge+Baseflow -22.5 2.02 7.96 7.96 0.00004 -0.64 35.38 25.33 0.05 654 16MAY2024 0000 Existing_2%Surge+Baseflow -29.2 2.02 8.72 8.73 0.000044 -0.72 40.25 32.91 0.05 654 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 0100 Existing_10%Surge+Baseflow -11 2.02 6.68 6.68 0.000023 -0.4 27.19 18.15 0.03 654 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.02 8.12 8.12 0.000041 -0.65 36.41 27.05 0.05 654 16MAY2024 0100 Existing_2%Surge+Baseflow -28.4 2.02 8.96 8.97 0.000037 -0.68 41.79 35.49 0.05 654 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 0200 Existing_10%Surge+Baseflow -9.38 2.02 6.71 6.72 0.000016 -0.34 27.42 18.26 0.03 654 16MAY2024 0200 Existing_4%Surge+Baseflow -18.9 2.02 7.95 7.95 0.000029 -0.54 35.33 25.24 0.04 654 16MAY2024 0200 Existing_2%Surge+Baseflow -22.4 2.02 8.82 8.82 0.000025 -0.55 40.9 34 0.04 654 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 0300 Existing_10%Surge+Baseflow -5.51 2.02 6.55 6.55 0.000006 -0.21 26.4 17.78 0.02 654 16MAY2024 0300 Existing_4%Surge+Baseflow -7.25 2.02 7.59 7.59 0.000005 -0.22 33.03 21.5 0.02 654 16MAY2024 0300 Existing_2%Surge+Baseflow -12.6 2.02 8.45 8.45 0.000009 -0.33 38.54 30.34 0.02 654 16MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 0400 Existing_10%Surge+Baseflow 4.54 2.02 6.26 6.26 0.000006 0.19 24.53 16.92 0.02 654 16MAY2024 0400 Existing_4%Surge+Baseflow 7.91 2.02 7.28 7.28 0.000008 0.25 31.05 20.1 0.02 654 16MAY2024 0400 Existing_2%Surge+Baseflow 9.67 2.02 7.96 7.96 0.000007 0.27 35.4 25.36 0.02 654 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 0500 Existing_10%Surge+Baseflow 7.5 2.02 5.96 5.96 0.00002 0.33 22.57 16.02 0.03 654 16MAY2024 0500 Existing_4%Surge+Baseflow 11.31 2.02 6.97 6.97 0.00002 0.39 29.05 19.02 0.03 654 16MAY2024 0500 Existing_2%Surge+Baseflow 15.14 2.02 7.47 7.47 0.000025 0.47 32.27 20.79 0.04 654 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 0600 Existing_10%Surge+Baseflow 9.74 2.02 5.58 5.58 0.000049 0.48 20.16 14.92 0.05 654 16MAY2024 0600 Existing_4%Surge+Baseflow 13.88 2.02 6.6 6.6 0.000039 0.52 26.68 17.91 0.04 654 16MAY2024 0600 Existing_2%Surge+Baseflow 14.35 2.02 7.27 7.27 0.000026 0.46 30.97 20.05 0.04 654 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 0700 Existing_10%Surge+Baseflow 11.76 2.02 5.13 5.14 0.000119 0.68 17.3 13.61 0.07 654 16MAY2024 0700 Existing_4%Surge+Baseflow 12.11 2.02 6.03 6.03 0.000049 0.53 23.02 16.23 0.05 654 16MAY2024 0700 Existing_2%Surge+Baseflow 17.14 2.02 6.81 6.82 0.000051 0.61 28.05 18.55 0.05 654 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 0800 Existing_10%Surge+Baseflow 14.09 2.02 4.53 4.55 0.000396 1.05 13.45 11.85 0.13 654 16MAY2024 0800 Existing_4%Surge+Baseflow 16.35 2.02 5.05 5.06 0.000256 0.97 16.77 13.37 0.11 654 16MAY2024 0800 Existing_2%Surge+Baseflow 20.35 2.02 6.2 6.21 0.000118 0.84 24.13 16.73 0.08 654 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.02 4.25 4.27 0.00058 1.15 11.66 11.03 0.15 654 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 2.02 4.48 4.51 0.000675 1.34 13.12 11.7 0.17 654 16MAY2024 0900 Existing_2%Surge+Baseflow 19.93 2.02 4.65 4.68 0.000662 1.4 14.2 12.2 0.17 654 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 1000 Existing_10%Surge+Baseflow 10.58 2.02 4.08 4.1 0.000498 1 10.58 10.54 0.14 654 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 2.02 4.37 4.4 0.000699 1.32 12.43 11.39 0.17 654 16MAY2024 1000 Existing_2%Surge+Baseflow 18.45 2.02 4.5 4.53 0.000719 1.39 13.23 11.75 0.17 654 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 2.02 3.74 3.74 0.000016 0.15 8.42 9.65 0.02 654 16MAY2024 1100 Existing_4%Surge+Baseflow 14.83 2.02 4.27 4.3 0.000678 1.26 11.81 11.1 0.16 654 16MAY2024 1100 Existing_2%Surge+Baseflow 17.2 2.02 4.39 4.42 0.00074 1.37 12.58 11.45 0.17 654 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 16MAY2024 1200 Existing_4%Surge+Baseflow 12.95 2.02 4.16 4.19 0.000634 1.17 11.11 10.78 0.16 654 16MAY2024 1200 Existing_2%Surge+Baseflow 15.76 2.02 4.31 4.34 0.000718 1.31 12.04 11.21 0.17 654 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 16MAY2024 1300 Existing_4%Surge+Baseflow 9.06 2.02 3.99 4 0.000445 0.91 9.97 10.34 0.13 654 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.02 4.22 4.24 0.00066 1.21 11.47 10.95 0.16 654 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 16MAY2024 1400 Existing_4%Surge+Baseflow 0.32 2.02 3.76 3.76 0.000001 0.04 8.53 9.7 0.01 654 16MAY2024 1400 Existing_2%Surge+Baseflow 11.18 2.02 4.1 4.12 0.000532 1.04 10.72 10.61 0.14 654 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 2.02 3.83 3.84 0.000058 0.31 8.99 9.89 0.05 654 16MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 35 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 17MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 17MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 17MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 17MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 17MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 17MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 17MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 36 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 17MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 17MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 17MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 17MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 17MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 17MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 0400 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 0400 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 0400 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 0400 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 18MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.02 3.72 3.72 0.000001 0.03 8.28 9.59 0.01 654 18MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.02 3.76 3.76 0.000001 0.03 8.53 9.7 0.01 654 18MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.02 3.8 3.8 0.000001 0.03 8.79 9.8 0 654 18MAY2024 1600 Existing_TypTide+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 1600 Existing_10%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 1600 Existing_4%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 1600 Existing_2%Surge+Baseflow 0.29 2.02 3.84 3.84 0.000001 0.03 9.04 9.91 0 654 18MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.02 3.88 3.88 0 0.02 9.3 10.01 0 654 18MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 37 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 654 18MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.02 3.9 3.9 0.000001 0.03 9.43 10.06 0 654 18MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.02 3.89 3.89 0.000001 0.04 9.37 10.04 0.01 654 18MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.02 3.86 3.86 0.000001 0.04 9.18 9.96 0.01 654 18MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.02 3.82 3.82 0.000001 0.05 8.92 9.86 0.01 654 18MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.02 3.77 3.77 0.000002 0.05 8.61 9.73 0.01 654 18MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 18MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.02 3.73 3.73 0.000001 0.04 8.35 9.62 0.01 654 19MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 19MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 19MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 654 19MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.02 3.7 3.7 0.000001 0.04 8.16 9.54 0.01 640 Max WS Existing_TypTide+Baseflow 0.2 2.8 3.9 3.9 0.000001 0.02 9.71 13.89 0 640 Max WS Existing_10%Surge+Baseflow -10.2 2.8 6.73 6.73 0.000003 -0.1 319.8 314.39 0.01 640 Max WS Existing_4%Surge+Baseflow -23.9 2.8 8.12 8.12 0.000002 -0.1 770.57 332.52 0.01 640 Max WS Existing_2%Surge+Baseflow -28.1 2.8 9 9 0.000001 -0.08 1067.5 349.01 0.01 640 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 2.8 3.7 3.7 0.000005 0.04 6.98 13.39 0.01 640 15MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0400 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0400 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0400 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 15MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 15MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 15MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 15MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 38 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 15MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 15MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 15MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 15MAY2024 1800 Existing_4%Surge+Baseflow -2.54 2.8 4.22 4.22 0.000033 -0.18 14.2 14.62 0.03 640 15MAY2024 1800 Existing_2%Surge+Baseflow -3.12 2.8 4.4 4.4 0.000029 -0.18 16.88 15.04 0.03 640 15MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 15MAY2024 1900 Existing_10%Surge+Baseflow -1.38 2.8 4.44 4.44 0.000005 -0.08 17.49 15.14 0.01 640 15MAY2024 1900 Existing_4%Surge+Baseflow -7.33 2.8 5.03 5.03 0.00004 -0.27 26.83 16.51 0.04 640 15MAY2024 1900 Existing_2%Surge+Baseflow -7.66 2.8 5.15 5.16 0.000035 -0.26 28.92 16.81 0.04 640 15MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 15MAY2024 2000 Existing_10%Surge+Baseflow -5.28 2.8 4.88 4.88 0.000028 -0.22 24.35 16.16 0.03 640 15MAY2024 2000 Existing_4%Surge+Baseflow -8.43 2.8 5.51 5.52 0.000024 -0.24 35.13 17.65 0.03 640 15MAY2024 2000 Existing_2%Surge+Baseflow -10.3 2.8 5.77 5.77 0.000025 -0.26 47.1 109.99 0.03 640 15MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 15MAY2024 2100 Existing_10%Surge+Baseflow -6.78 2.8 5.32 5.32 0.000021 -0.21 31.67 17.18 0.03 640 15MAY2024 2100 Existing_4%Surge+Baseflow -10.4 2.8 5.96 5.96 0.000018 -0.23 82.82 276.38 0.03 640 15MAY2024 2100 Existing_2%Surge+Baseflow -12.4 2.8 6.3 6.3 0.000011 -0.19 184.45 307.53 0.02 640 15MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 15MAY2024 2200 Existing_10%Surge+Baseflow -8.87 2.8 5.72 5.72 0.00002 -0.23 41.96 72.47 0.03 640 15MAY2024 2200 Existing_4%Surge+Baseflow -12 2.8 6.43 6.43 0.000007 -0.16 224.12 309.69 0.02 640 15MAY2024 2200 Existing_2%Surge+Baseflow -22.5 2.8 7.31 7.31 0.000004 -0.15 503.17 322.61 0.01 640 15MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 15MAY2024 2300 Existing_10%Surge+Baseflow -9.92 2.8 6.06 6.06 0.000013 -0.2 112.9 294.24 0.02 640 15MAY2024 2300 Existing_4%Surge+Baseflow -16.8 2.8 7.13 7.13 0.000003 -0.13 446.61 319.8 0.01 640 15MAY2024 2300 Existing_2%Surge+Baseflow -25.7 2.8 8.26 8.26 0.000001 -0.1 816.81 333.26 0.01 640 16MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 0000 Existing_10%Surge+Baseflow -10.8 2.8 6.4 6.4 0.000006 -0.15 216.5 309.34 0.02 640 16MAY2024 0000 Existing_4%Surge+Baseflow -22.7 2.8 7.96 7.96 0.000002 -0.11 717.04 331.6 0.01 640 16MAY2024 0000 Existing_2%Surge+Baseflow -29.5 2.8 8.72 8.72 0.000001 -0.1 970.76 335.81 0.01 640 16MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 0100 Existing_10%Surge+Baseflow -11.1 2.8 6.68 6.68 0.000003 -0.12 302.69 313.58 0.01 640 16MAY2024 0100 Existing_4%Surge+Baseflow -23.8 2.8 8.12 8.12 0.000002 -0.1 770.37 332.52 0.01 640 16MAY2024 0100 Existing_2%Surge+Baseflow -28.6 2.8 8.96 8.96 0.000001 -0.09 1052.8 347.03 0.01 640 16MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 0200 Existing_10%Surge+Baseflow -9.32 2.8 6.71 6.71 0.000002 -0.1 313.96 314.14 0.01 640 16MAY2024 0200 Existing_4%Surge+Baseflow -18.8 2.8 7.95 7.95 0.000001 -0.09 714.03 331.55 0.01 640 16MAY2024 0200 Existing_2%Surge+Baseflow -22.3 2.8 8.82 8.82 0.000001 -0.07 1004.8 340.44 0.01 640 16MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 0300 Existing_10%Surge+Baseflow -5.35 2.8 6.55 6.55 0.000001 -0.06 264.05 311.62 0.01 640 16MAY2024 0300 Existing_4%Surge+Baseflow -7.02 2.8 7.59 7.59 0 -0.04 594.87 329.58 0 640 16MAY2024 0300 Existing_2%Surge+Baseflow -12.2 2.8 8.45 8.45 0 -0.05 880.76 334.27 0 640 16MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 0400 Existing_10%Surge+Baseflow 4.71 2.8 6.26 6.26 0.000002 0.08 173.58 306.87 0.01 640 16MAY2024 0400 Existing_4%Surge+Baseflow 8.08 2.8 7.28 7.28 0.000001 0.05 494.25 321.82 0.01 640 16MAY2024 0400 Existing_2%Surge+Baseflow 10.06 2.8 7.96 7.96 0 0.05 717.64 331.61 0 640 16MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 0500 Existing_10%Surge+Baseflow 7.67 2.8 5.96 5.96 0.00001 0.17 82.4 276.11 0.02 640 16MAY2024 0500 Existing_4%Surge+Baseflow 11.52 2.8 6.97 6.97 0.000002 0.1 394.14 317.57 0.01 640 16MAY2024 0500 Existing_2%Surge+Baseflow 15.25 2.8 7.47 7.47 0.000002 0.09 556.16 328.89 0.01 640 16MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 0600 Existing_10%Surge+Baseflow 9.81 2.8 5.58 5.58 0.00003 0.27 36.5 26.03 0.03 640 16MAY2024 0600 Existing_4%Surge+Baseflow 14.11 2.8 6.6 6.6 0.000007 0.16 277.59 312.31 0.02 640 16MAY2024 0600 Existing_2%Surge+Baseflow 14.55 2.8 7.27 7.27 0.000002 0.1 490.22 321.59 0.01 640 16MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 0700 Existing_10%Surge+Baseflow 11.78 2.8 5.14 5.14 0.000086 0.41 28.59 16.76 0.06 640 16MAY2024 0700 Existing_4%Surge+Baseflow 12.49 2.8 6.03 6.03 0.000022 0.26 102.83 290.74 0.03 640 16MAY2024 0700 Existing_2%Surge+Baseflow 17.46 2.8 6.81 6.81 0.000006 0.17 344.87 315.47 0.02 640 16MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 0800 Existing_10%Surge+Baseflow 14.12 2.8 4.53 4.54 0.000422 0.75 18.94 15.36 0.12 640 16MAY2024 0800 Existing_4%Surge+Baseflow 16.39 2.8 5.05 5.06 0.000191 0.6 27.25 16.57 0.08 640 16MAY2024 0800 Existing_2%Surge+Baseflow 20.75 2.8 6.2 6.2 0.000039 0.36 155.16 305.85 0.04 640 16MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 0900 Existing_10%Surge+Baseflow 13.43 2.8 4.25 4.26 0.000833 0.92 14.65 14.69 0.16 640 16MAY2024 0900 Existing_4%Surge+Baseflow 17.63 2.8 4.48 4.5 0.000747 0.97 18.16 15.24 0.16 640 16MAY2024 0900 Existing_2%Surge+Baseflow 19.94 2.8 4.66 4.67 0.000631 0.96 20.82 15.64 0.15 640 16MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 1000 Existing_10%Surge+Baseflow 10.59 2.8 4.08 4.09 0.000919 0.87 12.17 14.29 0.17 640 16MAY2024 1000 Existing_4%Surge+Baseflow 16.39 2.8 4.37 4.39 0.000867 0.99 16.48 14.98 0.17 640 16MAY2024 1000 Existing_2%Surge+Baseflow 18.46 2.8 4.5 4.52 0.000782 1 18.43 15.28 0.16 640 16MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 1100 Existing_10%Surge+Baseflow 1.28 2.8 3.74 3.74 0.000061 0.17 7.53 13.5 0.04 640 16MAY2024 1100 Existing_4%Surge+Baseflow 14.84 2.8 4.27 4.29 0.000944 0.99 15.01 14.75 0.17 640 16MAY2024 1100 Existing_2%Surge+Baseflow 17.21 2.8 4.4 4.41 0.000894 1.02 16.84 15.04 0.17 640 16MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 16MAY2024 1200 Existing_4%Surge+Baseflow 12.96 2.8 4.16 4.18 0.001028 0.97 13.37 14.49 0.18 640 16MAY2024 1200 Existing_2%Surge+Baseflow 15.77 2.8 4.31 4.33 0.000956 1.01 15.56 14.84 0.17 640 16MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 16MAY2024 1300 Existing_4%Surge+Baseflow 9.07 2.8 3.98 3.99 0.000981 0.84 10.79 14.07 0.17 640 16MAY2024 1300 Existing_2%Surge+Baseflow 13.93 2.8 4.22 4.23 0.000988 0.98 14.2 14.62 0.18 640 16MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_4%Surge+Baseflow 0.31 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 16MAY2024 1400 Existing_2%Surge+Baseflow 11.19 2.8 4.1 4.11 0.000947 0.9 12.49 14.34 0.17 640 16MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 39 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 16MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 16MAY2024 1500 Existing_2%Surge+Baseflow 2.76 2.8 3.83 3.83 0.000176 0.32 8.74 13.72 0.07 640 16MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 16MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 16MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 16MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 16MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 16MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 16MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 16MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 16MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 0400 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 0400 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 0400 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 17MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 17MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 17MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 40 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 17MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 17MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 17MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 17MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 17MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 17MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 17MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 17MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 17MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 17MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 0100 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 0100 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 0100 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 0100 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 0200 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 0200 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 0200 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 0200 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 0300 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 0300 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 0300 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 0300 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 0400 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 0400 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 0400 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 0400 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 0500 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 0500 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 0500 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 0500 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 0600 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 0600 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 0600 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 0600 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 0700 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 0700 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 0700 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 0700 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 0800 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 0800 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 0800 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 0800 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 0900 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 0900 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 0900 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 0900 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 1000 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 1000 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 1000 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 1000 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 1100 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 1100 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 1100 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 1100 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 1200 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 1200 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 1200 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 1200 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 18MAY2024 1300 Existing_TypTide+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 1300 Existing_10%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 1300 Existing_4%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 1300 Existing_2%Surge+Baseflow 0.29 2.8 3.72 3.72 0.000003 0.04 7.24 13.45 0.01 640 18MAY2024 1400 Existing_TypTide+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 1400 Existing_10%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 41 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 640 18MAY2024 1400 Existing_4%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 1400 Existing_2%Surge+Baseflow 0.29 2.8 3.76 3.76 0.000003 0.04 7.78 13.55 0.01 640 18MAY2024 1500 Existing_TypTide+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 1500 Existing_10%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 1500 Existing_4%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 1500 Existing_2%Surge+Baseflow 0.28 2.8 3.8 3.8 0.000002 0.03 8.32 13.64 0.01 640 18MAY2024 1600 Existing_TypTide+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 1600 Existing_10%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 1600 Existing_4%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 1600 Existing_2%Surge+Baseflow 0.28 2.8 3.84 3.84 0.000002 0.03 8.87 13.74 0.01 640 18MAY2024 1700 Existing_TypTide+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 1700 Existing_10%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 1700 Existing_4%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 1700 Existing_2%Surge+Baseflow 0.2 2.8 3.88 3.88 0.000001 0.02 9.41 13.84 0 640 18MAY2024 1800 Existing_TypTide+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 1800 Existing_10%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 1800 Existing_4%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 1800 Existing_2%Surge+Baseflow 0.3 2.8 3.9 3.9 0.000002 0.03 9.7 13.88 0.01 640 18MAY2024 1900 Existing_TypTide+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 1900 Existing_10%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 1900 Existing_4%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 1900 Existing_2%Surge+Baseflow 0.33 2.8 3.89 3.89 0.000002 0.03 9.56 13.86 0.01 640 18MAY2024 2000 Existing_TypTide+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 2000 Existing_10%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 2000 Existing_4%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 2000 Existing_2%Surge+Baseflow 0.33 2.8 3.86 3.86 0.000002 0.04 9.15 13.79 0.01 640 18MAY2024 2100 Existing_TypTide+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 2100 Existing_10%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 2100 Existing_4%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 2100 Existing_2%Surge+Baseflow 0.41 2.8 3.82 3.82 0.000004 0.05 8.61 13.69 0.01 640 18MAY2024 2200 Existing_TypTide+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 2200 Existing_10%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 2200 Existing_4%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 2200 Existing_2%Surge+Baseflow 0.44 2.8 3.77 3.77 0.000006 0.06 7.94 13.57 0.01 640 18MAY2024 2300 Existing_TypTide+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 2300 Existing_10%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 2300 Existing_4%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 18MAY2024 2300 Existing_2%Surge+Baseflow 0.33 2.8 3.73 3.73 0.000004 0.05 7.39 13.48 0.01 640 19MAY2024 0000 Existing_TypTide+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 19MAY2024 0000 Existing_10%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 19MAY2024 0000 Existing_4%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 640 19MAY2024 0000 Existing_2%Surge+Baseflow 0.33 2.8 3.7 3.7 0.000005 0.05 6.98 13.39 0.01 0 Max WS Existing_TypTide+Baseflow -2.98 -1.49 3.9 -0.84 3.9 0 -0.02 408.9 428.87 0 0 Max WS Existing_10%Surge+Baseflow -25.4 -1.49 7 0.02 7 0 -0.03 2400.9 691.04 0 0 Max WS Existing_4%Surge+Baseflow -32.6 -1.49 8.12 0.18 8.12 0 -0.03 3189.1 713.91 0 0 Max WS Existing_2%Surge+Baseflow -62 -1.49 9 0.65 9 0 -0.04 3821.5 725.47 0 0 15MAY2024 0000 Existing_TypTide+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_10%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_4%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0000 Existing_2%Surge+Baseflow 0.31 -1.49 3.7 -1.23 3.7 0 0 328.51 369.79 0 0 15MAY2024 0100 Existing_TypTide+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0100 Existing_10%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0100 Existing_4%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0100 Existing_2%Surge+Baseflow -0.56 -1.49 3.72 -1.16 3.72 0 0 335.96 375.37 0 0 15MAY2024 0200 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0200 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0300 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 0400 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_10%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0400 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 0500 Existing_TypTide+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_10%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_4%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0500 Existing_2%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0600 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0700 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0800 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 0900 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1000 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 1100 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_4%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 1100 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 42 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 15MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1200 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 15MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1300 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 15MAY2024 1400 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1400 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 15MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1500 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 15MAY2024 1600 Existing_TypTide+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_4%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1600 Existing_2%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 15MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 15MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 15MAY2024 1800 Existing_4%Surge+Baseflow -72.4 -1.49 4.24 0.76 4.24 0.000017 -0.29 593 609.07 0.03 0 15MAY2024 1800 Existing_2%Surge+Baseflow -98 -1.49 4.43 1.07 4.43 0.000022 -0.34 709.16 612.75 0.03 0 15MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 15MAY2024 1900 Existing_10%Surge+Baseflow -44.7 -1.49 4.45 0.4 4.45 0.000004 -0.15 721.42 613.04 0.01 0 15MAY2024 1900 Existing_4%Surge+Baseflow -115 -1.49 5.18 1.19 5.18 0.00001 -0.25 1182.1 649.08 0.02 0 15MAY2024 1900 Existing_2%Surge+Baseflow -95.6 -1.49 5.31 1.06 5.31 0.000005 -0.2 1266.7 652.03 0.02 0 15MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 15MAY2024 2000 Existing_10%Surge+Baseflow -65.7 -1.49 4.94 0.67 4.94 0.000004 -0.16 1027.3 639.18 0.01 0 15MAY2024 2000 Existing_4%Surge+Baseflow -83.5 -1.49 5.75 0.93 5.75 0.000002 -0.14 1556.2 662.38 0.01 0 15MAY2024 2000 Existing_2%Surge+Baseflow -117 -1.49 6.15 1.19 6.15 0.000003 -0.17 1822.7 670.62 0.01 0 15MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 15MAY2024 2100 Existing_10%Surge+Baseflow -72.2 -1.49 5.43 0.76 5.43 0.000003 -0.14 1345.2 655.86 0.01 0 15MAY2024 2100 Existing_4%Surge+Baseflow -79.4 -1.49 6.32 0.86 6.32 0.000001 -0.11 1937 674.41 0.01 0 15MAY2024 2100 Existing_2%Surge+Baseflow -101 -1.49 6.86 1.11 6.86 0.000001 -0.11 2304.4 686.71 0.01 0 15MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 15MAY2024 2200 Existing_10%Surge+Baseflow -76.9 -1.49 5.97 0.81 5.97 0.000002 -0.12 1702.3 666.58 0.01 0 15MAY2024 2200 Existing_4%Surge+Baseflow -99.6 -1.49 6.96 1.08 6.96 0.000001 -0.11 2373.3 689.68 0.01 0 15MAY2024 2200 Existing_2%Surge+Baseflow -219 -1.49 7.58 1.65 7.58 0.000003 -0.2 2805.7 704.46 0.01 0 15MAY2024 2300 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 15MAY2024 2300 Existing_10%Surge+Baseflow -57.1 -1.49 6.37 0.58 6.37 0.000001 -0.07 1970.7 675.67 0.01 0 15MAY2024 2300 Existing_4%Surge+Baseflow -114 -1.49 7.53 1.18 7.53 0.000001 -0.1 2770.5 703.3 0.01 0 15MAY2024 2300 Existing_2%Surge+Baseflow -92.3 -1.49 8.26 1.03 8.26 0 -0.07 3289.1 715.23 0 0 16MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 0000 Existing_10%Surge+Baseflow -66.7 -1.49 6.78 0.7 6.78 0.000001 -0.08 2249.6 684.86 0.01 0 16MAY2024 0000 Existing_4%Surge+Baseflow -72.7 -1.49 7.96 0.75 7.96 0 -0.06 3075 712.12 0 0 16MAY2024 0000 Existing_2%Surge+Baseflow -96.5 -1.49 8.72 1.06 8.72 0 -0.07 3619.2 720.07 0 0 16MAY2024 0100 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 0100 Existing_10%Surge+Baseflow -14.7 -1.49 6.98 -0.26 6.98 0 -0.02 2387.1 690.36 0 0 16MAY2024 0100 Existing_4%Surge+Baseflow -24.8 -1.49 8.12 0.01 8.12 0 -0.02 3189.1 713.91 0 0 16MAY2024 0100 Existing_2%Surge+Baseflow -62.4 -1.49 8.96 0.65 8.96 0 -0.04 3792.5 724.51 0 0 16MAY2024 0200 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 0200 Existing_10%Surge+Baseflow 21.46 -1.49 6.85 -0.07 6.85 0 0.02 2297.6 686.48 0 0 16MAY2024 0200 Existing_4%Surge+Baseflow 14.2 -1.49 7.95 -0.28 7.95 0 0.01 3067.9 712 0 0 16MAY2024 0200 Existing_2%Surge+Baseflow 2.69 -1.49 8.82 -0.87 8.82 0 0 3691.2 721.67 0 0 16MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 0300 Existing_10%Surge+Baseflow 42.45 -1.49 6.57 0.37 6.57 0 0.05 2106.3 679.84 0 0 16MAY2024 0300 Existing_4%Surge+Baseflow 42.94 -1.49 7.59 0.37 7.59 0 0.04 2812.7 704.69 0 0 16MAY2024 0300 Existing_2%Surge+Baseflow 54.23 -1.49 8.45 0.54 8.45 0 0.04 3425.2 717 0 0 16MAY2024 0400 Existing_TypTide+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 0400 Existing_10%Surge+Baseflow 59.94 -1.49 6.16 0.61 6.16 0.000001 0.08 1829.4 670.82 0.01 0 16MAY2024 0400 Existing_4%Surge+Baseflow 71.98 -1.49 7.08 0.76 7.08 0.000001 0.07 2456.2 693.26 0.01 0 16MAY2024 0400 Existing_2%Surge+Baseflow 92.65 -1.49 7.96 1.03 7.96 0 0.08 3075 712.12 0.01 0 16MAY2024 0500 Existing_TypTide+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 0500 Existing_10%Surge+Baseflow 52.33 -1.49 5.75 0.51 5.75 0.000001 0.09 1556.2 662.38 0.01 0 16MAY2024 0500 Existing_4%Surge+Baseflow 81.76 -1.49 6.55 0.9 6.55 0.000001 0.1 2092.7 679.44 0.01 0 16MAY2024 0500 Existing_2%Surge+Baseflow 99.69 -1.49 7.35 1.1 7.35 0.000001 0.1 2644.3 699.36 0.01 0 16MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 0600 Existing_10%Surge+Baseflow 58.4 -1.49 5.31 0.59 5.31 0.000002 0.12 1266.7 652.03 0.01 0 16MAY2024 0600 Existing_4%Surge+Baseflow 91.37 -1.49 6 1.02 6 0.000002 0.14 1722.3 667.17 0.01 0 16MAY2024 0600 Existing_2%Surge+Baseflow 100.3 -1.49 6.68 1.08 6.68 0.000001 0.12 2181.2 682.3 0.01 0 16MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 0700 Existing_10%Surge+Baseflow 71.21 -1.49 4.82 0.74 4.82 0.000006 0.19 950.91 633.8 0.02 0 16MAY2024 0700 Existing_4%Surge+Baseflow 87.18 -1.49 5.4 0.97 5.4 0.000004 0.17 1325.5 655.14 0.01 0 16MAY2024 0700 Existing_2%Surge+Baseflow 131.2 -1.49 5.85 1.26 5.85 0.000005 0.21 1622.5 664.22 0.02 0 16MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 0800 Existing_10%Surge+Baseflow 88.53 -1.49 4.1 0.99 4.1 0.000033 0.39 509.8 578.38 0.04 0 16MAY2024 0800 Existing_4%Surge+Baseflow 117.7 -1.49 4.38 1.19 4.38 0.000035 0.42 678.54 611.99 0.04 0 16MAY2024 0800 Existing_2%Surge+Baseflow 130.2 -1.49 4.83 1.24 4.83 0.00002 0.35 957.25 634.28 0.03 0 16MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 0900 Existing_10%Surge+Baseflow 17.27 -1.49 3.82 -0.19 3.82 0.000002 0.09 375.37 410.06 0.01 0 16MAY2024 0900 Existing_4%Surge+Baseflow 21.6 -1.49 3.82 -0.07 3.82 0.000003 0.12 375.37 410.06 0.01 0 16MAY2024 0900 Existing_2%Surge+Baseflow 27.4 -1.49 3.82 0.06 3.82 0.000006 0.15 375.37 410.06 0.02 0 16MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 1000 Existing_10%Surge+Baseflow 14.84 -1.49 3.77 -0.26 3.77 0.000002 0.08 355.18 392.92 0.01 0 16MAY2024 1000 Existing_4%Surge+Baseflow 20.61 -1.49 3.77 -0.09 3.77 0.000003 0.12 355.18 392.92 0.01 0 16MAY2024 1000 Existing_2%Surge+Baseflow 22.67 -1.49 3.77 -0.04 3.77 0.000004 0.13 355.18 392.92 0.01 0 16MAY2024 1100 Existing_TypTide+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 1100 Existing_10%Surge+Baseflow 2.51 -1.49 3.73 -0.88 3.73 0 0.01 339.74 379.63 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 43 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 16MAY2024 1100 Existing_4%Surge+Baseflow 15.15 -1.49 3.73 -0.25 3.73 0.000002 0.09 339.74 379.63 0.01 0 16MAY2024 1100 Existing_2%Surge+Baseflow 17.46 -1.49 3.73 -0.18 3.73 0.000003 0.1 339.74 379.63 0.01 0 16MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 1200 Existing_10%Surge+Baseflow 1.3 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 16MAY2024 1200 Existing_4%Surge+Baseflow 13.29 -1.49 3.7 -0.31 3.7 0.000002 0.08 328.51 369.79 0.01 0 16MAY2024 1200 Existing_2%Surge+Baseflow 16.01 -1.49 3.7 -0.22 3.7 0.000002 0.1 328.51 369.79 0.01 0 16MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 16MAY2024 1300 Existing_4%Surge+Baseflow 8.72 -1.49 3.72 -0.5 3.72 0.000001 0.05 335.96 375.37 0.01 0 16MAY2024 1300 Existing_2%Surge+Baseflow 13.72 -1.49 3.72 -0.3 3.72 0.000002 0.08 335.96 375.37 0.01 0 16MAY2024 1400 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_4%Surge+Baseflow -1.12 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 16MAY2024 1400 Existing_2%Surge+Baseflow 10.75 -1.49 3.76 -0.41 3.76 0.000001 0.06 351.27 390.08 0.01 0 16MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 16MAY2024 1500 Existing_2%Surge+Baseflow 1.66 -1.49 3.8 -0.98 3.8 0 0.01 367.21 406.06 0 0 16MAY2024 1600 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1600 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 16MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 16MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1800 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 16MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 1900 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 16MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2000 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 16MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2100 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 16MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2200 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 16MAY2024 2300 Existing_TypTide+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_10%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_4%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 16MAY2024 2300 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0000 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0000 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0000 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 0100 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 0100 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 0100 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 0100 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 0200 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 0200 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 0200 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 0200 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 0300 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 0300 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 0300 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 0400 Existing_TypTide+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 0400 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 0400 Existing_4%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 0400 Existing_2%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 0500 Existing_TypTide+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 0500 Existing_10%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 0500 Existing_4%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 0500 Existing_2%Surge+Baseflow -2.98 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 0600 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 0600 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 0600 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 0700 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 0700 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 0700 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 0800 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 0800 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 0800 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 0900 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 0900 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 0900 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 1000 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 1000 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 1000 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 44 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 17MAY2024 1100 Existing_TypTide+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 1100 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 1100 Existing_4%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 1100 Existing_2%Surge+Baseflow 1.8 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 1200 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 1200 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 1200 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 17MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 1300 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 1300 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 17MAY2024 1400 Existing_TypTide+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 1400 Existing_10%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 1400 Existing_4%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 1400 Existing_2%Surge+Baseflow -1.15 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 17MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 1500 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 17MAY2024 1600 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 1600 Existing_10%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 1600 Existing_4%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 1600 Existing_2%Surge+Baseflow -1.16 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 17MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 17MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 1800 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 1800 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 17MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 1900 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 1900 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 1900 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 17MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 2000 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 2000 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 2000 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 17MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 2100 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 2100 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 2100 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 17MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 2200 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 2200 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 2200 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 17MAY2024 2300 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 2300 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 2300 Existing_4%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 17MAY2024 2300 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 0000 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 0000 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 0000 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 0100 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 0100 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 0100 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 0100 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 0200 Existing_TypTide+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 0200 Existing_10%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 0200 Existing_4%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 0200 Existing_2%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 0300 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 0300 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 0300 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 0300 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 0400 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 0400 Existing_10%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 0400 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 0400 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 0500 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 0500 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 0500 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 0500 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 0600 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 0600 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.38 3.9 0 0 408.9 428.87 0 0 18MAY2024 0600 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 0600 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 0700 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 0700 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 0700 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 0700 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 0800 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 0800 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 0800 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 0800 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 0900 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 0900 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 0900 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 0900 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 1000 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 1000 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 TABLE C-2 HEC-RAS Unsteady Flow Analysis Results Existing Conditions 45 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 18MAY2024 1000 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 1000 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 1100 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 1100 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 1100 Existing_4%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 1100 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 1200 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 1200 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 1200 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 1200 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 18MAY2024 1300 Existing_TypTide+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 1300 Existing_10%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 1300 Existing_4%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 1300 Existing_2%Surge+Baseflow -0.57 -1.49 3.72 -1.15 3.72 0 0 335.96 375.37 0 0 18MAY2024 1400 Existing_TypTide+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 1400 Existing_10%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 1400 Existing_4%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 1400 Existing_2%Surge+Baseflow -1.14 -1.49 3.76 -1.05 3.76 0 -0.01 351.27 390.08 0 0 18MAY2024 1500 Existing_TypTide+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 1500 Existing_10%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 1500 Existing_4%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 1500 Existing_2%Surge+Baseflow -1.18 -1.49 3.8 -1.04 3.8 0 -0.01 367.21 406.06 0 0 18MAY2024 1600 Existing_TypTide+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 1600 Existing_10%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 1600 Existing_4%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 1600 Existing_2%Surge+Baseflow -1.15 -1.49 3.84 -1.05 3.84 0 -0.01 383.61 414.12 0 0 18MAY2024 1700 Existing_TypTide+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 1700 Existing_10%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 1700 Existing_4%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 1700 Existing_2%Surge+Baseflow -2.97 -1.49 3.88 -0.84 3.88 0 -0.02 400.37 424.14 0 0 18MAY2024 1800 Existing_TypTide+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 1800 Existing_10%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 1800 Existing_4%Surge+Baseflow -0.03 -1.49 3.9 -1.37 3.9 0 0 408.9 428.87 0 0 18MAY2024 1800 Existing_2%Surge+Baseflow -0.03 -1.49 3.9 -1.38 3.9 0 0 408.9 428.87 0 0 18MAY2024 1900 Existing_TypTide+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 1900 Existing_10%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 1900 Existing_4%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 1900 Existing_2%Surge+Baseflow 1.39 -1.49 3.89 -1.01 3.89 0 0.01 404.62 426.5 0 0 18MAY2024 2000 Existing_TypTide+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 2000 Existing_10%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 2000 Existing_4%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 2000 Existing_2%Surge+Baseflow 1.55 -1.49 3.86 -0.99 3.86 0 0.01 391.94 418.81 0 0 18MAY2024 2100 Existing_TypTide+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 2100 Existing_10%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 2100 Existing_4%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 2100 Existing_2%Surge+Baseflow 3.72 -1.49 3.82 -0.78 3.82 0 0.02 375.37 410.06 0 0 18MAY2024 2200 Existing_TypTide+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 2200 Existing_10%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 2200 Existing_4%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 2200 Existing_2%Surge+Baseflow 4.6 -1.49 3.77 -0.72 3.77 0 0.03 355.18 392.92 0 0 18MAY2024 2300 Existing_TypTide+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 2300 Existing_10%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 2300 Existing_4%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 18MAY2024 2300 Existing_2%Surge+Baseflow 1.79 -1.49 3.73 -0.96 3.73 0 0.01 339.74 379.63 0 0 19MAY2024 0000 Existing_TypTide+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 19MAY2024 0000 Existing_10%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 19MAY2024 0000 Existing_4%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 0 19MAY2024 0000 Existing_2%Surge+Baseflow 1.29 -1.49 3.7 -1.02 3.7 0 0.01 328.51 369.79 0 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 77 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1596 100%MLLW 24ftx6ft_Bridge_MLLW 1 3.38 3.89 3.89 0.001725 0.67 1.49 4.14 0.2 1596 100%MHHW 24ftx6ft_Bridge_MHHW 1 3.38 3.98 3.99 0.000866 0.53 1.9 4.55 0.14 1596 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 3.38 6.2 6.2 0 0 680.14 609.7 0 1596 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 3.38 8.1 8.1 0 0 1873.6 640.87 0 1596 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 3.38 13.7 13.7 0 0 5902.6 791.98 0 1596 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 3.38 4.17 4.18 0.001781 0.88 2.85 5.4 0.21 1596 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 3.38 4.19 4.2 0.001626 0.85 2.95 5.49 0.2 1596 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 3.38 6.2 6.2 0 0.01 680.16 609.71 0 1596 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 3.38 7 7 0 0.01 1176.1 627.19 0 1596 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 3.38 12.2 12.2 0 0 4731.5 768.67 0 1596 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 3.38 4.43 4.44 0.001748 1.03 9.36 88.35 0.22 1596 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 3.38 4.43 4.44 0.00179 1.04 9.2 88.1 0.22 1596 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 3.38 6.2 6.2 0 0.02 680.29 609.73 0 1596 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 3.38 9.6 9.6 0 0 2866.2 684.78 0 1596 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 3.38 15.8 15.8 0 0 7586.6 807.27 0 1596 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 3.38 4.52 4.53 0.001321 0.97 19.5 140.98 0.19 1596 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 3.38 4.52 4.53 0.001323 0.97 19.49 140.96 0.19 1596 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 3.38 6.2 6.2 0 0.03 680.52 609.77 0 1596 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 3.38 4.62 4.62 0.000945 0.89 35 173.21 0.17 1596 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 3.38 4.62 4.62 0.000947 0.89 34.97 173.19 0.17 1596 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 3.38 6.2 6.2 0.000001 0.04 681.11 609.88 0 1596 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 3.38 4.68 4.69 0.000776 0.84 46.52 183.14 0.15 1596 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 3.38 4.68 4.69 0.000789 0.85 46.25 182.71 0.16 1596 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 3.38 6.2 6.2 0.000001 0.05 681.81 610 0.01 1596 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 3.38 4.75 4.75 0.00067 0.82 59.48 209.39 0.14 1596 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 3.38 4.75 4.75 0.000675 0.82 59.29 208.66 0.15 1596 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 3.38 6.2 6.2 0.000001 0.07 682.85 610.19 0.01 1596 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 3.38 4.89 4.9 0.000565 0.82 93.64 252.29 0.14 1596 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 3.38 4.89 4.9 0.000565 0.82 93.64 252.29 0.14 1596 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 3.38 6.21 6.21 0.000004 0.11 687.29 610.84 0.01 1417 100%MLLW 24ftx6ft_Bridge_MLLW 1 3.03 3.75 3.75 0.000437 0.41 2.44 5.03 0.1 1417 100%MHHW 24ftx6ft_Bridge_MHHW 1 3.03 3.92 3.92 0.000192 0.29 3.4 6.25 0.07 1417 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 3.03 6.2 6.2 0 0 724.91 498.16 0 1417 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 3.03 8.1 8.1 0 0 1709.6 551.58 0 1417 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 3.03 13.7 13.7 0 0 5243.7 660.26 0 1417 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 3.03 3.91 3.92 0.001252 0.75 3.34 6.16 0.18 1417 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 3.03 3.99 4 0.000814 0.65 3.89 6.91 0.15 1417 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 3.03 6.2 6.2 0 0.01 724.93 498.16 0 1417 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 3.03 7 7 0 0.01 1127.8 510.38 0 1417 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 3.03 12.2 12.2 0 0 4255.3 655.49 0 1417 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 3.03 4.12 4.13 0.001721 1.07 9.53 62.86 0.22 1417 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 3.03 4.14 4.15 0.001515 1.02 10.57 63.09 0.21 1417 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 3.03 6.2 6.2 0 0.02 725.02 498.16 0 1417 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 3.03 9.6 9.6 0 0 2594.1 618.3 0 1417 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 3.03 15.8 15.8 0 0 6630.2 660.26 0 1417 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 3.03 4.23 4.25 0.00181 1.21 16.87 64.57 0.23 1417 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 3.03 4.25 4.26 0.001669 1.17 17.61 64.76 0.22 1417 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 3.03 6.2 6.2 0 0.02 725.2 498.17 0 1417 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 3.03 4.38 4.4 0.001798 1.34 26.43 71.54 0.24 1417 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 3.03 4.38 4.39 0.001829 1.35 26.23 70.95 0.24 1417 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 3.03 6.2 6.2 0 0.04 725.66 498.18 0 1417 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 3.03 4.47 4.49 0.001806 1.42 35 114.68 0.24 1417 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 3.03 4.46 4.48 0.001891 1.45 34.14 112.3 0.25 1417 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 3.03 6.2 6.2 0.000001 0.05 726.2 498.19 0.01 1417 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 3.03 4.55 4.57 0.001806 1.49 45.33 137.64 0.24 1417 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 3.03 4.54 4.56 0.001861 1.51 44.71 136.6 0.25 1417 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 3.03 6.2 6.2 0.000001 0.06 727.02 498.21 0.01 1417 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 3.03 4.73 4.74 0.001487 1.49 79.19 274.5 0.23 1417 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 3.03 4.72 4.74 0.001494 1.49 79.02 274.35 0.23 1417 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 3.03 6.21 6.21 0.000003 0.1 730.47 498.28 0.01 1316 100%MLLW 24ftx6ft_Bridge_MLLW 1 2.84 3.72 3.72 0.00021 0.31 3.22 5.78 0.07 1316 100%MHHW 24ftx6ft_Bridge_MHHW 1 2.84 3.91 3.91 0.000076 0.22 6.84 71.01 0.05 1316 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 2.84 6.2 6.2 0 0 593.87 465.26 0 1316 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.84 8.1 8.1 0 0 1498.6 498.51 0 1316 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.84 13.7 13.7 0 0 4558.5 568.98 0 1316 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 2.84 3.8 3.81 0.000899 0.67 3.75 6.66 0.15 1316 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 2.84 3.95 3.95 0.000338 0.47 9.49 71.56 0.1 1316 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 2.84 6.2 6.2 0 0.01 593.89 465.26 0 1316 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 2.84 7 7 0 0.02 969.3 472.3 0 1316 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 2.84 12.2 12.2 0 0 3711.8 561.12 0 1316 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 2.84 3.99 4 0.001032 0.86 12.97 72.39 0.17 1316 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 2.84 4.05 4.05 0.000624 0.7 16.97 73.38 0.14 1316 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 2.84 6.2 6.2 0 0.02 593.98 465.26 0 1316 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.84 9.6 9.6 0 0 2282.9 537.13 0 1316 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.84 15.8 15.8 0 0 5773.5 583 0 1316 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 2.84 4.12 4.13 0.000858 0.87 22.28 74.49 0.16 1316 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 2.84 4.15 4.16 0.000677 0.79 24.59 75 0.14 1316 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 2.84 6.2 6.2 0 0.04 594.14 465.27 0 1316 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 2.84 4.28 4.28 0.000747 0.9 34.05 76.95 0.15 1316 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 2.84 4.27 4.28 0.000775 0.92 33.58 76.87 0.16 1316 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 2.84 6.2 6.2 0.000001 0.06 594.55 465.28 0.01 1316 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 2.84 4.36 4.37 0.000784 0.97 40.65 78 0.16 1316 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 2.84 4.35 4.35 0.000854 1.01 39.43 77.81 0.17 1316 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 2.84 6.2 6.2 0.000002 0.08 595.04 465.29 0.01 1316 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 2.84 4.43 4.44 0.000877 1.07 46.37 82.63 0.17 1316 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 2.84 4.42 4.43 0.000919 1.09 45.61 82.18 0.18 1316 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 2.84 6.2 6.2 0.000003 0.1 595.76 465.31 0.01 1316 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 2.84 4.6 4.61 0.001069 1.29 61.28 92.31 0.19 1316 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 2.84 4.6 4.61 0.001074 1.29 61.16 92.25 0.19 1316 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 2.84 6.21 6.21 0.000007 0.17 598.85 465.39 0.02 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 78 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1055 100%MLLW 24ftx6ft_Bridge_MLLW 1 2.38 3.7 3.7 0.000035 0.16 6.19 7.63 0.03 1055 100%MHHW 24ftx6ft_Bridge_MHHW 1 2.38 3.9 3.9 0.000017 0.11 13.38 82.24 0.02 1055 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 2.38 6.2 6.2 0 0 424.32 343.95 0 1055 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.38 8.1 8.1 0 0 1098.4 370.36 0 1055 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.38 13.7 13.7 0 0 3398.4 452.46 0 1055 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 2.38 3.71 3.71 0.000213 0.4 6.23 7.66 0.08 1055 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 2.38 3.9 3.9 0.000101 0.28 13.56 82.43 0.05 1055 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 2.38 6.2 6.2 0 0.01 424.33 343.95 0 1055 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 2.38 7 7 0 0.02 702.35 350.9 0 1055 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 2.38 12.2 12.2 0 0 2739.2 429.49 0 1055 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 2.38 3.73 3.74 0.000963 0.86 6.4 7.78 0.17 1055 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 2.38 3.91 3.92 0.000448 0.59 14.4 83.19 0.11 1055 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 2.38 6.2 6.2 0 0.02 424.38 343.95 0 1055 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.38 9.6 9.6 0 0 1668 394.27 0 1055 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.38 15.8 15.8 0 0 4378.3 473.99 0 1055 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 2.38 3.77 3.79 0.002143 1.3 6.77 12.95 0.25 1055 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 2.38 3.93 3.94 0.000946 0.87 16 83.99 0.17 1055 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 2.38 6.2 6.2 0 0.04 424.48 343.96 0 1055 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 2.38 3.85 3.9 0.004066 1.78 10.03 65.61 0.34 1055 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 2.38 3.98 3.99 0.001604 1.17 19.89 84.84 0.22 1055 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 2.38 6.2 6.2 0.000001 0.06 424.74 343.96 0.01 1055 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 2.38 3.94 3.98 0.00387 1.76 16.63 84.22 0.34 1055 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 2.38 4.02 4.04 0.001849 1.3 23.89 85.59 0.24 1055 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 2.38 6.2 6.2 0.000001 0.08 425.05 343.97 0.01 1055 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 2.38 4.02 4.05 0.003101 1.68 23.55 85.53 0.31 1055 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 2.38 4.08 4.1 0.001905 1.37 28.88 86.51 0.24 1055 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 2.38 6.2 6.2 0.000002 0.1 425.5 343.98 0.01 1055 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 2.38 4.21 4.23 0.002183 1.59 39.63 88.62 0.27 1055 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 2.38 4.25 4.26 0.001717 1.44 43.21 89.35 0.24 1055 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 2.38 6.21 6.21 0.000005 0.16 427.45 344.03 0.02 821 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.94 3.7 3.7 0.000001 0.05 34.97 97.58 0.01 821 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.94 3.9 3.9 0.000001 0.03 54.82 100.6 0 821 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.94 6.2 6.2 0 0 459.39 284.27 0 821 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.94 8.1 8.1 0 0 1040.9 361.26 0 821 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.94 13.7 13.7 0 0 3415.1 458.16 0 821 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.94 3.7 3.7 0.000009 0.12 35.11 97.6 0.02 821 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.94 3.9 3.9 0.000003 0.08 54.91 100.61 0.01 821 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.94 6.2 6.2 0 0.01 459.4 284.27 0 821 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.94 7 7 0 0.02 689.13 289.99 0 821 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.94 12.2 12.2 0 0.01 2733.2 450.83 0 821 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.94 3.71 3.71 0.000042 0.26 35.75 97.69 0.04 821 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.94 3.9 3.91 0.000016 0.17 55.3 100.65 0.02 821 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.94 6.2 6.2 0 0.02 459.44 284.27 0 821 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.94 9.6 9.6 0 0 1618.2 396.01 0 821 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.94 15.8 15.8 0 0 4386.7 467.39 0 821 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.94 3.72 3.72 0.000099 0.39 36.94 97.86 0.06 821 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.94 3.91 3.91 0.00004 0.27 56.05 100.72 0.04 821 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.94 6.2 6.2 0 0.04 459.51 284.27 0 821 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.94 3.75 3.75 0.000218 0.59 39.89 98.41 0.09 821 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.94 3.93 3.93 0.000094 0.42 57.93 100.92 0.06 821 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.94 6.2 6.2 0.000001 0.06 459.7 284.28 0.01 821 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.94 3.78 3.79 0.000318 0.73 43.13 99.27 0.11 821 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.94 3.95 3.95 0.000147 0.53 60.05 101.15 0.07 821 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.94 6.2 6.2 0.000001 0.07 459.92 284.28 0.01 821 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.94 3.83 3.84 0.000415 0.85 47.65 99.85 0.12 821 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.94 3.98 3.99 0.00021 0.64 63.11 101.58 0.09 821 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.94 6.2 6.2 0.000001 0.09 460.25 284.29 0.01 821 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.94 3.99 4 0.000544 1.04 63.62 101.66 0.14 821 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.94 4.1 4.1 0.000357 0.88 74.72 103.23 0.12 821 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.94 6.21 6.21 0.000004 0.15 461.68 284.32 0.01 740 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.78 3.7 3.7 0.000001 0.03 40.4 57.45 0 740 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.78 3.9 3.9 0 0.03 52.21 60.61 0 740 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.78 6.2 6.2 0 0.01 244.59 111.47 0 740 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.78 8.1 8.1 0 0.01 507.44 174.3 0 740 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.78 13.7 13.7 0 0 1983.1 301.74 0 740 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.78 3.7 3.7 0.000004 0.09 40.46 57.47 0.01 740 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.78 3.9 3.9 0.000002 0.07 52.25 60.62 0.01 740 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.78 6.2 6.2 0 0.01 244.6 111.47 0 740 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.78 7 7 0 0.04 343.4 136.37 0 740 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.78 12.2 12.2 0 0.01 1532.9 295.64 0 740 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.78 3.71 3.71 0.000018 0.19 40.75 57.55 0.03 740 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.78 3.9 3.9 0.00001 0.15 52.45 60.67 0.02 740 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.78 6.2 6.2 0 0.03 244.61 111.47 0 740 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.78 9.6 9.6 0 0.01 822.15 235.27 0 740 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.78 15.8 15.8 0 0 2616.8 301.74 0 740 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.78 3.72 3.72 0.000044 0.29 41.3 57.71 0.04 740 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.78 3.91 3.91 0.000024 0.23 52.81 60.76 0.03 740 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.78 6.2 6.2 0 0.05 244.64 111.48 0 740 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.78 3.74 3.74 0.000104 0.45 42.68 58.1 0.06 740 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.78 3.93 3.93 0.000058 0.36 53.74 60.98 0.05 740 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.78 6.2 6.2 0.000001 0.08 244.7 111.49 0.01 740 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.78 3.77 3.77 0.000164 0.57 44.26 58.55 0.08 740 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.78 3.94 3.95 0.000095 0.47 54.81 61.23 0.06 740 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.78 6.2 6.2 0.000002 0.11 244.78 111.5 0.01 740 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.78 3.81 3.81 0.000235 0.69 46.52 59.18 0.09 740 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.78 3.97 3.97 0.000143 0.58 56.38 61.6 0.08 740 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.78 6.2 6.2 0.000003 0.14 244.9 111.52 0.01 740 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.78 3.95 3.96 0.0004 0.96 55.22 61.33 0.13 740 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.78 4.07 4.08 0.000287 0.85 62.63 63.01 0.11 740 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.78 6.21 6.21 0.000007 0.22 245.41 111.6 0.02 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 79 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 710 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.72 3.7 3.7 0.000001 0.04 28.87 29.88 0.01 710 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.72 3.9 3.9 0 0.03 35.14 32.85 0 710 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.72 6.2 6.2 0 0.01 157.83 72.35 0 710 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.72 8.1 8.1 0 0.01 337.79 117.15 0 710 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.72 13.7 13.7 0 0 1408.5 227.52 0 710 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.72 3.7 3.7 0.000005 0.1 28.9 29.89 0.01 710 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.72 3.9 3.9 0.000003 0.08 35.16 32.86 0.01 710 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.72 6.2 6.2 0 0.02 157.83 72.35 0 710 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.72 7 7 0 0.06 219.87 88.48 0 710 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.72 12.2 12.2 0 0.01 1069.5 221.76 0 710 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.72 3.71 3.71 0.000024 0.22 29.03 29.96 0.03 710 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.72 3.9 3.9 0.000015 0.19 35.25 32.9 0.02 710 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.72 6.2 6.2 0 0.05 157.84 72.36 0 710 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.72 9.6 9.6 0 0.01 540.4 159.31 0 710 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.72 15.8 15.8 0 0 1886.3 227.52 0 710 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.72 3.71 3.72 0.000058 0.34 29.27 30.09 0.05 710 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.72 3.91 3.91 0.000037 0.29 35.41 32.99 0.04 710 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.72 6.2 6.2 0.000001 0.08 157.86 72.36 0.01 710 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.72 3.73 3.74 0.00014 0.54 29.9 30.41 0.07 710 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.72 3.92 3.92 0.000091 0.46 35.84 33.21 0.06 710 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.72 6.2 6.2 0.000002 0.12 157.89 72.36 0.01 710 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.72 3.76 3.76 0.000227 0.69 30.61 30.76 0.09 710 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.72 3.94 3.94 0.00015 0.6 36.34 33.45 0.08 710 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.72 6.2 6.2 0.000004 0.16 157.94 72.37 0.01 710 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.72 3.79 3.8 0.00034 0.86 31.66 31.24 0.11 710 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.72 3.96 3.97 0.000232 0.75 37.08 33.81 0.1 710 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.72 6.2 6.2 0.000006 0.21 158 72.38 0.02 710 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.72 3.92 3.94 0.000666 1.26 35.85 33.21 0.16 710 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.72 4.05 4.06 0.000507 1.15 40.12 35.24 0.14 710 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.72 6.21 6.21 0.000017 0.34 158.28 72.43 0.03 690 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.69 3.7 3.7 0.000001 0.04 25.64 18.42 0.01 690 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.69 3.9 3.9 0.000001 0.04 29.46 19.9 0 690 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.69 6.2 6.2 0 0.01 96.46 43.61 0 690 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.69 8.1 8.1 0 0.02 229.31 87.64 0 690 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.69 13.7 13.7 0 0 1114.4 197.9 0 690 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.69 3.7 3.7 0.000005 0.1 25.65 18.42 0.01 690 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.69 3.9 3.9 0.000003 0.09 29.47 19.9 0.01 690 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.69 6.2 6.2 0 0.03 96.46 43.61 0 690 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.69 7 7 0.000001 0.09 140.56 73.51 0.01 690 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.69 12.2 12.2 0 0.02 821.84 188.55 0 690 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.69 3.7 3.71 0.000023 0.22 25.72 18.45 0.03 690 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.69 3.9 3.9 0.000016 0.2 29.52 19.92 0.03 690 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.69 6.2 6.2 0.000001 0.07 96.46 43.61 0.01 690 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.69 9.6 9.6 0 0.01 390.79 132.8 0 690 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.69 15.8 15.8 0 0 1530 197.9 0 690 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.69 3.71 3.71 0.000057 0.35 25.86 18.49 0.05 690 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.69 3.91 3.91 0.000039 0.31 29.61 19.95 0.04 690 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.69 6.2 6.2 0.000002 0.11 96.46 43.61 0.01 690 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.69 3.73 3.74 0.000141 0.55 26.2 18.61 0.07 690 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.69 3.92 3.92 0.000098 0.49 29.83 20.04 0.06 690 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.69 6.2 6.2 0.000005 0.18 96.48 43.62 0.02 690 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.69 3.75 3.76 0.000231 0.71 26.6 18.75 0.09 690 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.69 3.93 3.94 0.000164 0.64 30.1 20.14 0.08 690 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.69 6.2 6.2 0.000008 0.24 96.49 43.63 0.02 690 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.69 3.78 3.79 0.000354 0.89 27.18 18.99 0.12 690 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.69 3.95 3.96 0.000257 0.81 30.49 20.28 0.1 690 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.69 6.2 6.2 0.000013 0.3 96.51 43.64 0.03 690 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.69 3.9 3.93 0.000746 1.35 29.48 19.9 0.17 690 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.69 4.03 4.05 0.000591 1.25 32.09 20.86 0.15 690 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.69 6.2 6.21 0.000035 0.49 96.61 43.69 0.04 687 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.69 3.7 1.77 3.7 0.000001 0.04 25.46 17.88 0.01 687 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.69 3.9 1.77 3.9 0.000001 0.04 29.16 19.13 0 687 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.69 6.2 1.77 6.2 0 0.01 89.72 36.15 0 687 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.69 8.1 1.83 8.1 0 0.02 159.8 71.37 0 687 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.69 13.7 1.83 13.7 0 0 986.32 189.42 0 687 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.69 3.7 1.83 3.7 0.000005 0.1 25.47 17.88 0.01 687 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.69 3.9 1.83 3.9 0.000003 0.09 29.17 19.13 0.01 687 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.69 6.2 1.83 6.2 0 0.03 89.72 36.15 0 687 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.69 7 2.01 7 0.000001 0.09 118.09 51.5 0.01 687 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.69 12.2 2 12.2 0 0.02 708.7 171.93 0 687 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.69 3.7 1.93 3.71 0.000023 0.22 25.54 17.91 0.03 687 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.69 3.9 1.93 3.9 0.000016 0.2 29.21 19.15 0.03 687 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.69 6.2 1.93 6.2 0.000001 0.08 89.73 36.15 0.01 687 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.69 9.6 1.83 9.6 0 0.01 218.6 105.51 0 687 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.69 15.8 1.83 15.8 0 0 1384.1 189.42 0 687 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.69 3.71 2.01 3.71 0.000057 0.35 25.67 17.95 0.05 687 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.69 3.91 2.01 3.91 0.000039 0.31 29.29 19.17 0.04 687 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.69 6.2 2.01 6.2 0.000002 0.12 89.73 36.15 0.01 687 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.69 3.73 2.12 3.74 0.00014 0.56 26 18.07 0.07 687 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.69 3.92 2.12 3.92 0.000098 0.5 29.51 19.24 0.06 687 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.69 6.2 2.12 6.2 0.000005 0.19 89.74 36.15 0.02 687 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.69 3.75 2.2 3.76 0.00023 0.72 26.38 18.2 0.09 687 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.69 3.93 2.2 3.94 0.000164 0.65 29.76 19.32 0.08 687 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.69 6.2 2.2 6.2 0.000009 0.25 89.75 36.16 0.02 687 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.69 3.78 2.28 3.79 0.000352 0.9 26.93 18.39 0.12 687 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.69 3.95 2.28 3.96 0.000257 0.82 30.13 19.44 0.1 687 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.69 6.2 2.28 6.2 0.000014 0.32 89.76 36.17 0.03 687 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.69 3.9 2.49 3.93 0.000746 1.37 29.12 19.12 0.17 687 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.69 4.03 2.49 4.05 0.000593 1.27 31.63 19.91 0.16 687 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.69 6.2 2.49 6.21 0.000038 0.52 89.83 36.21 0.04 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 80 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 665 100%MLLW 24ftx6ft_Bridge_MLLW 1 0.02 0.02 665 100%MHHW 24ftx6ft_Bridge_MHHW 1 0.02 0.02 665 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 0.01 0.01 665 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 0.02 0.02 665 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 0.02 0.02 665 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 0.05 0.05 665 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 0.05 0.05 665 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 0.03 0.02 665 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 0.08 0.08 665 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 0.07 0.07 665 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 0.11 0.11 665 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 0.1 0.1 665 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 0.06 0.05 665 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 0.02 0.02 665 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 0.02 0.02 665 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 0.18 0.17 665 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 0.16 0.16 665 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 0.09 0.09 665 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 0.28 0.27 665 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 0.26 0.25 665 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 0.14 0.14 665 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 0.36 0.35 665 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 0.33 0.33 665 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 0.18 0.18 665 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 0.45 0.44 665 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 0.42 0.41 665 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 0.23 0.23 665 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 0.7 0.68 665 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 0.66 0.65 665 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 0.38 0.38 632 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.56 3.7 1.66 3.7 0.000001 0.04 25.32 14.7 0.01 632 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.56 3.9 1.66 3.9 0.000001 0.04 28.29 14.97 0 632 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.56 6.2 1.66 6.2 0 0.02 66.02 17.84 0 632 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.56 8.1 1.72 8.1 0 0.03 107.29 29.12 0 632 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.56 13.7 1.71 13.7 0 0.01 706.62 201.9 0 632 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.56 3.7 1.72 3.7 0.000005 0.1 25.33 14.7 0.01 632 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.56 3.9 1.72 3.9 0.000003 0.09 28.29 14.97 0.01 632 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.56 6.2 1.72 6.2 0 0.04 66.02 17.84 0 632 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.56 7 1.9 7 0.000002 0.11 80.75 19 0.01 632 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.56 12.2 1.89 12.2 0 0.04 430.28 160.21 0 632 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.56 3.7 1.82 3.71 0.000023 0.22 25.38 14.7 0.03 632 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.56 3.9 1.82 3.9 0.000017 0.19 28.33 14.98 0.02 632 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.56 6.2 1.82 6.2 0.000001 0.09 66.02 17.84 0.01 632 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.56 9.6 1.72 9.6 0 0.02 163.11 44.89 0 632 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.56 15.8 1.71 15.8 0 0 1131.5 202.34 0 632 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.56 3.71 1.9 3.71 0.000058 0.34 25.49 14.71 0.05 632 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.56 3.91 1.9 3.91 0.000042 0.31 28.39 14.98 0.04 632 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.56 6.2 1.9 6.2 0.000003 0.14 66.02 17.84 0.01 632 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.56 3.73 2.02 3.73 0.000143 0.54 25.75 14.74 0.07 632 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.56 3.92 2.02 3.92 0.000105 0.49 28.54 15 0.06 632 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.56 6.2 2.02 6.2 0.000008 0.22 66.02 17.84 0.02 632 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.56 3.75 2.1 3.76 0.000237 0.7 26.04 14.77 0.09 632 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.56 3.93 2.1 3.94 0.000177 0.63 28.73 15.01 0.08 632 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.56 6.2 2.1 6.2 0.000013 0.28 66.02 17.84 0.02 632 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.56 3.78 2.19 3.79 0.000366 0.88 26.47 14.81 0.12 632 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.56 3.95 2.19 3.96 0.00028 0.8 28.99 15.04 0.1 632 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.56 6.2 2.19 6.2 0.000021 0.36 66.01 17.84 0.03 632 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.56 3.89 2.4 3.92 0.000807 1.34 28.13 14.96 0.17 632 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.56 4.02 2.4 4.04 0.000662 1.25 30.07 15.13 0.16 632 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.56 6.2 2.4 6.2 0.000056 0.59 66.01 17.84 0.05 618 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.56 3.7 3.7 0.000001 0.04 27.05 17.35 0.01 618 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.56 3.9 3.9 0 0.03 30.61 18.29 0 618 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.56 6.2 6.2 0 0.01 192.25 316.73 0 618 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.56 8.1 8.1 0 0.01 812.35 333.68 0 618 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.56 13.7 13.7 0 0 2945.7 420.92 0 618 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.56 3.7 3.7 0.000004 0.09 27.06 17.35 0.01 618 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.56 3.9 3.9 0.000003 0.08 30.62 18.29 0.01 618 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.56 6.2 6.2 0 0.03 192.25 316.73 0 618 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.56 7 7 0.000001 0.07 449.5 325.74 0.01 618 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.56 12.2 12.2 0 0.01 2319.9 413.42 0 618 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.56 3.7 3.71 0.000019 0.21 27.12 17.37 0.03 618 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.56 3.9 3.9 0.000014 0.19 30.66 18.3 0.02 618 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.56 6.2 6.2 0.000001 0.08 192.25 316.73 0.01 618 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.56 9.6 9.6 0 0.01 1323.2 351.64 0 618 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.56 15.8 15.8 0 0 3832.9 422.62 0 618 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.56 3.71 3.71 0.000048 0.33 27.24 17.4 0.04 618 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.56 3.91 3.91 0.000034 0.29 30.73 18.32 0.04 618 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.56 6.2 6.2 0.000002 0.12 192.25 316.73 0.01 618 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.56 3.73 3.73 0.000119 0.52 27.53 17.48 0.07 618 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.56 3.92 3.92 0.000085 0.47 30.91 18.36 0.06 618 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.56 6.2 6.2 0.000005 0.19 192.23 316.73 0.02 618 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.56 3.75 3.75 0.000196 0.67 27.86 17.57 0.09 618 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.56 3.93 3.93 0.000143 0.61 31.11 18.41 0.08 618 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.56 6.2 6.2 0.000009 0.25 192.22 316.72 0.02 618 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.56 3.77 3.78 0.000304 0.84 28.34 17.69 0.11 618 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.56 3.94 3.95 0.000226 0.77 31.42 18.49 0.1 618 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.56 6.2 6.2 0.000014 0.32 192.19 316.72 0.03 618 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.56 3.88 3.91 0.000664 1.29 30.26 18.19 0.16 618 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.56 4.01 4.03 0.000533 1.21 32.68 18.81 0.15 618 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.56 6.2 6.2 0.000038 0.52 192.08 316.72 0.04 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 81 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 596 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.5 3.7 3.7 0.000001 0.04 27.49 17 0 596 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.5 3.9 3.9 0 0.04 30.97 17.84 0 596 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.5 6.2 6.2 0 0.01 318.16 394.5 0 596 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.5 8.1 8.1 0 0.01 1136.9 444.88 0 596 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.5 13.7 13.7 0 0 4004.7 555.21 0 596 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.5 3.7 3.7 0.000004 0.1 27.5 17.01 0.01 596 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.5 3.9 3.9 0.000003 0.09 30.98 17.84 0.01 596 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.5 6.2 6.2 0 0.03 318.16 394.5 0 596 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.5 7 7 0 0.06 654.06 433.56 0 596 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.5 12.2 12.2 0 0.01 3171.9 555.21 0 596 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.5 3.7 3.7 0.000018 0.21 27.55 17.02 0.03 596 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.5 3.9 3.9 0.000013 0.19 31.01 17.85 0.02 596 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.5 6.2 6.2 0.000001 0.07 318.16 394.5 0.01 596 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.5 9.6 9.6 0 0.01 1825 479.46 0 596 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.5 15.8 15.8 0 0 5170.7 555.21 0 596 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.5 3.71 3.71 0.000044 0.34 27.65 17.04 0.04 596 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.5 3.91 3.91 0.000032 0.31 31.07 17.86 0.04 596 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.5 6.2 6.2 0.000002 0.11 318.15 394.5 0.01 596 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.5 3.72 3.73 0.00011 0.54 27.91 17.11 0.07 596 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.5 3.91 3.92 0.000081 0.49 31.22 17.9 0.06 596 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.5 6.2 6.2 0.000004 0.17 318.14 394.5 0.01 596 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.5 3.74 3.75 0.000184 0.7 28.2 17.18 0.09 596 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.5 3.92 3.93 0.000137 0.64 31.4 17.94 0.08 596 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.5 6.2 6.2 0.000007 0.22 318.13 394.5 0.02 596 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.5 3.77 3.78 0.000286 0.88 28.62 17.28 0.11 596 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.5 3.94 3.95 0.000217 0.81 31.66 18 0.1 596 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.5 6.2 6.2 0.000011 0.29 318.11 394.5 0.02 596 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.5 3.86 3.89 0.000645 1.36 30.33 17.69 0.16 596 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.5 4 4.02 0.000525 1.27 32.73 18.25 0.15 596 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.5 6.2 6.2 0.000028 0.46 318.02 394.49 0.04 556 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.44 3.7 3.7 0.000001 0.04 30.2 21.86 0 556 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.44 3.9 3.9 0 0.03 36.12 33.4 0 556 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.44 6.2 6.2 0 0.01 743.83 762.72 0 556 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.44 8.1 8.1 0 0.01 2217.8 792.52 0 556 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.44 13.7 13.7 0 0 6999.2 888.38 0 556 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.44 3.7 3.7 0.000003 0.09 30.21 21.87 0.01 556 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.44 3.9 3.9 0.000002 0.08 36.13 33.41 0.01 556 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.44 6.2 6.2 0 0.02 743.83 762.72 0 556 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.44 7 7 0 0.03 1357.5 771.09 0 556 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.44 12.2 12.2 0 0.01 5666.7 888.38 0 556 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.44 3.7 3.7 0.000016 0.21 30.27 21.92 0.03 556 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.44 3.9 3.9 0.000011 0.19 36.18 33.43 0.02 556 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.44 6.2 6.2 0 0.04 743.84 762.72 0 556 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.44 9.6 9.6 0 0 3422.1 821.93 0 556 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.44 15.8 15.8 0 0 8864.8 888.38 0 556 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.44 3.71 3.71 0.000039 0.32 30.37 22.02 0.04 556 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.44 3.9 3.91 0.000028 0.29 36.27 33.47 0.03 556 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.44 6.2 6.2 0.000001 0.06 743.85 762.72 0.01 556 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.44 3.72 3.72 0.000098 0.51 30.65 22.41 0.06 556 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.44 3.91 3.91 0.000072 0.47 36.5 33.57 0.05 556 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.44 6.2 6.2 0.000001 0.1 743.87 762.72 0.01 556 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.44 3.74 3.74 0.000164 0.67 30.99 24.66 0.08 556 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.44 3.92 3.92 0.000121 0.61 36.77 33.69 0.07 556 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.44 6.2 6.2 0.000002 0.13 743.9 762.72 0.01 556 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.44 3.76 3.77 0.000257 0.84 31.56 29.03 0.1 556 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.44 3.93 3.94 0.000193 0.77 37.17 33.87 0.09 556 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.44 6.2 6.2 0.000004 0.17 743.93 762.72 0.01 556 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.44 3.84 3.87 0.000592 1.32 34.17 32.14 0.16 556 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.44 3.98 4 0.000472 1.22 38.82 34.6 0.14 556 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.44 6.2 6.2 0.000009 0.27 744.1 762.73 0.02 545 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.41 3.7 3.7 0 0.03 40.67 30.61 0 545 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.41 3.9 3.9 0 0.03 47.19 34.91 0 545 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.41 6.2 6.2 0 0.01 896.86 782.09 0 545 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.41 8.1 8.1 0 0 2404.3 803.55 0 545 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.41 13.7 13.7 0 0 7269.3 902.71 0 545 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.41 3.7 3.7 0.000002 0.07 40.69 30.61 0.01 545 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.41 3.9 3.9 0.000001 0.07 47.2 34.92 0.01 545 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.41 6.2 6.2 0 0.01 896.87 782.09 0 545 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.41 7 7 0 0.03 1526.7 791.92 0 545 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.41 12.2 12.2 0 0.01 5915.2 902.08 0 545 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.41 3.7 3.7 0.000009 0.16 40.77 30.65 0.02 545 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.41 3.9 3.9 0.000006 0.15 47.25 34.95 0.02 545 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.41 6.2 6.2 0 0.03 896.87 782.09 0 545 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.41 9.6 9.6 0 0 3635 840.87 0 545 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.41 15.8 15.8 0 0 9165 902.71 0 545 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.41 3.71 3.71 0.000022 0.25 40.92 30.71 0.03 545 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.41 3.9 3.91 0.000016 0.23 47.35 35.01 0.03 545 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.41 6.2 6.2 0 0.05 896.88 782.09 0 545 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.41 3.72 3.72 0.000055 0.4 41.32 30.87 0.05 545 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.41 3.91 3.91 0.000041 0.37 47.6 35.18 0.04 545 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.41 6.2 6.2 0.000001 0.08 896.91 782.09 0.01 545 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.41 3.74 3.74 0.000092 0.52 41.77 31.11 0.06 545 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.41 3.92 3.92 0.000069 0.48 47.88 35.37 0.05 545 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.41 6.2 6.2 0.000001 0.1 896.94 782.09 0.01 545 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.41 3.76 3.76 0.000144 0.66 42.44 31.6 0.08 545 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.41 3.93 3.94 0.00011 0.6 48.32 35.79 0.07 545 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.41 6.2 6.2 0.000002 0.13 896.98 782.1 0.01 545 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.41 3.84 3.86 0.000332 1.02 45.24 33.58 0.12 545 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.41 3.98 4 0.000269 0.96 50.14 37.37 0.11 545 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.41 6.2 6.2 0.000006 0.22 897.18 782.1 0.02 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 82 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 517 100%MLLW 24ftx6ft_Bridge_MLLW 1 1.41 3.7 3.7 0.000001 0.05 26.1 17.99 0.01 517 100%MHHW 24ftx6ft_Bridge_MHHW 1 1.41 3.9 3.9 0.000001 0.04 30.95 33.5 0.01 517 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 1.41 6.2 6.2 0 0 1216.1 786.23 0 517 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.41 8.1 8.1 0 0 2739.5 817.6 0 517 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.41 13.7 13.7 0 0 7613.3 892.79 0 517 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 1.41 3.7 3.7 0.000005 0.12 26.11 18 0.01 517 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 1.41 3.9 3.9 0.000004 0.11 30.95 33.63 0.01 517 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 1.41 6.2 6.2 0 0.01 1216.1 786.23 0 517 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 1.41 7 7 0 0.02 1850.4 799.49 0 517 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 1.41 12.2 12.2 0 0.01 6274.1 892.79 0 517 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 1.41 3.7 3.7 0.000024 0.26 26.14 18.01 0.03 517 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 1.41 3.9 3.9 0.000017 0.24 30.98 34.21 0.03 517 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 1.41 6.2 6.2 0 0.03 1216.1 786.23 0 517 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 1.41 9.6 9.6 0 0 3998.5 855.56 0 517 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 1.41 15.8 15.8 0 0 9488.1 892.79 0 517 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 1.41 3.71 3.71 0.00006 0.41 26.2 18.04 0.05 517 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 1.41 3.9 3.9 0.000044 0.38 31.03 35.31 0.04 517 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 1.41 6.2 6.2 0 0.04 1216.1 786.23 0 517 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 1.41 3.71 3.72 0.00015 0.66 26.36 18.13 0.08 517 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 1.41 3.91 3.91 0.000111 0.6 31.17 38.14 0.07 517 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 1.41 6.2 6.2 0.000001 0.07 1216.1 786.23 0.01 517 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 1.41 3.72 3.74 0.000254 0.86 26.54 18.22 0.1 517 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 1.41 3.91 3.92 0.000189 0.78 31.34 41.15 0.09 517 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 1.41 6.2 6.2 0.000001 0.09 1216.1 786.23 0.01 517 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 1.41 3.74 3.76 0.000402 1.09 26.81 18.36 0.13 517 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 1.41 3.92 3.93 0.000303 0.99 31.62 42.87 0.11 517 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 1.41 6.2 6.2 0.000001 0.11 1216.2 786.23 0.01 517 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 1.41 3.8 3.84 0.000966 1.71 27.94 24.33 0.2 517 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 1.41 3.94 3.98 0.000768 1.59 32.91 54.8 0.18 517 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 1.41 6.2 6.2 0.000004 0.18 1216.4 786.24 0.01 328 100%MLLW 24ftx6ft_Bridge_MLLW 1 2.84 3.7 3.7 0 0.02 226.89 376.53 0 328 100%MHHW 24ftx6ft_Bridge_MHHW 1 2.84 3.9 3.9 0 0.01 312.96 469.65 0 328 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 2.84 6.2 6.2 0 0 1836.6 792.18 0 328 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.84 8.1 8.1 0 0 3407.6 845.88 0 328 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.84 13.7 13.7 0 0 8515.8 954.31 0 328 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 2.84 3.7 3.7 0.000002 0.04 226.92 376.58 0.01 328 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 2.84 3.9 3.9 0.000001 0.03 312.98 469.66 0.01 328 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 2.84 6.2 6.2 0 0.01 1836.6 792.18 0 328 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 2.84 7 7 0 0.01 2485.6 829.1 0 328 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 2.84 12.2 12.2 0 0 7092.9 941.06 0 328 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 2.84 3.7 3.7 0.000008 0.08 227.07 376.8 0.02 328 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 2.84 3.9 3.9 0.000004 0.06 313.07 469.69 0.01 328 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 2.84 6.2 6.2 0 0.01 1836.6 792.18 0 328 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.84 9.6 9.6 0 0 4699.2 894.84 0 328 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.84 15.8 15.8 0 0 10559 982.87 0 328 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 2.84 3.7 3.7 0.00002 0.13 227.36 377.22 0.03 328 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 2.84 3.9 3.9 0.000009 0.1 313.23 469.74 0.02 328 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 2.84 6.2 6.2 0 0.02 1836.6 792.18 0 328 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 2.84 3.7 3.7 0.000051 0.21 228.11 378.3 0.04 328 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 2.84 3.9 3.9 0.000024 0.16 313.65 469.89 0.03 328 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 2.84 6.2 6.2 0 0.03 1836.6 792.18 0 328 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 2.84 3.71 3.71 0.000087 0.27 228.98 379.56 0.05 328 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 2.84 3.9 3.9 0.00004 0.21 314.14 470.06 0.04 328 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 2.84 6.2 6.2 0 0.04 1836.6 792.18 0 328 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 2.84 3.71 3.71 0.000139 0.35 230.27 381.42 0.07 328 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 2.84 3.9 3.9 0.000065 0.27 314.88 470.32 0.05 328 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 2.84 6.2 6.2 0 0.05 1836.6 792.18 0 328 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 2.84 3.72 3.72 0.000355 0.56 235.74 390.32 0.11 328 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 2.84 3.91 3.91 0.000167 0.44 317.97 471.45 0.08 328 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 2.84 6.2 6.2 0.000001 0.08 1836.6 792.18 0.01 130 100%MLLW 24ftx6ft_Bridge_MLLW 1 2.62 3.7 3.7 0 0 363.69 607.03 0 130 100%MHHW 24ftx6ft_Bridge_MHHW 1 2.62 3.9 3.9 0 0 499.9 730.56 0 130 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.62 8.1 8.1 0 0 4151.4 932.96 0 130 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.62 13.7 13.7 0 0 9551.2 991.7 0 130 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 2.62 3.7 3.7 0 0.01 363.7 607.04 0 130 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 2.62 3.9 3.9 0 0.01 499.91 730.57 0 130 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 2.62 7 7 0 0.01 3137.5 909.84 0 130 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 2.62 12.2 12.2 0 0 8074.3 976.96 0 130 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 2.62 3.7 3.7 0.000001 0.02 363.77 607.09 0.01 130 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 2.62 3.9 3.9 0 0.02 499.95 730.6 0 130 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 2.62 6.2 6.2 0 0 2417.7 888.73 0 130 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.62 9.6 9.6 0 0 5567.6 952.82 0 130 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.62 15.8 15.8 0 0 11657 1016.62 0 130 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 2.62 3.7 3.7 0.000002 0.04 363.91 607.19 0.01 130 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 2.62 3.9 3.9 0.000001 0.03 500.02 730.67 0.01 130 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 2.62 3.7 3.7 0.000005 0.06 364.24 607.44 0.01 130 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 2.62 3.9 3.9 0.000002 0.05 500.21 730.84 0.01 130 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 2.62 3.7 3.7 0.000009 0.08 364.64 607.73 0.02 130 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 2.62 3.9 3.9 0.000004 0.06 500.43 731.04 0.01 130 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 2.62 6.2 6.2 0 0.01 2417.7 888.73 0 130 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 2.62 3.7 3.7 0.000015 0.1 365.24 608.18 0.02 130 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 2.62 3.9 3.9 0.000007 0.08 500.77 731.34 0.01 130 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 2.62 6.2 6.2 0 0.02 2417.7 888.73 0 130 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 2.62 3.71 3.71 0.000038 0.16 367.74 610.03 0.03 130 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 2.62 3.9 3.9 0.000018 0.13 502.19 732.62 0.02 130 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 2.62 6.2 6.2 0 0.03 2417.8 888.73 0 TABLE C-3 HEC-RAS Steady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 83 of 141 River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Culv Vel US Culv Vel DS (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 100%MLLW 24ftx6ft_Bridge_MLLW 1 2.4 3.7 2.5 3.7 0 0.01 288.26 436.39 0 0 100%MHHW 24ftx6ft_Bridge_MHHW 1 2.4 3.9 2.5 3.9 0 0.01 379.88 474.47 0 0 100%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 1 2.4 6.2 2.5 6.2 0 0 1797.4 666.93 0 0 2%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.4 8.1 2.54 8.1 0 0 3114.8 713.71 0 0 2%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.4 13.7 2.53 13.7 0 0 7342.8 790.5 0 0 50%MLLW 24ftx6ft_Bridge_MLLW 2.5 2.4 3.7 2.54 3.7 0 0.02 288.26 436.39 0 0 50%MHHW 24ftx6ft_Bridge_MHHW 2.5 2.4 3.9 2.54 3.9 0 0.01 379.88 474.47 0 0 50%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 2.5 2.4 6.2 2.54 6.2 0 0 1797.4 666.93 0 0 1%Mixed 24ftx6ft_Bridge_Mixed 8.7 2.4 7 2.63 7 0 0.01 2341 690.29 0 0 1%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 8.1 2.4 12.2 2.63 12.2 0 0 6162.1 783.09 0 0 20%MLLW 24ftx6ft_Bridge_MLLW 5.5 2.4 3.7 2.61 3.7 0.000001 0.04 288.26 436.39 0.01 0 20%MHHW 24ftx6ft_Bridge_MHHW 5.5 2.4 3.9 2.61 3.9 0.000001 0.03 379.88 474.47 0 0 20%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 5.5 2.4 6.2 2.61 6.2 0 0.01 1797.4 666.93 0 0 0.5%Mixed 24ftx6ft_Bridge_Mixed 2.5 2.4 9.6 2.54 9.6 0 0 4199.1 732.99 0 0 0.5%Mixed+SLR 24ftx6ft_Bridge_Mixed+SLR 2.2 2.4 15.8 2.53 15.8 0 0 9010.2 797.38 0 0 10%MLLW 24ftx6ft_Bridge_MLLW 8.7 2.4 3.7 2.63 3.7 0.000003 0.07 288.26 436.39 0.01 0 10%MHHW 24ftx6ft_Bridge_MHHW 8.7 2.4 3.9 2.63 3.9 0.000002 0.05 379.88 474.47 0.01 0 10%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 8.7 2.4 6.2 2.63 6.2 0 0.01 1797.4 666.93 0 0 4%MLLW 24ftx6ft_Bridge_MLLW 13.9 2.4 3.7 2.68 3.7 0.000009 0.1 288.26 436.39 0.02 0 4%MHHW 24ftx6ft_Bridge_MHHW 13.9 2.4 3.9 2.68 3.9 0.000004 0.08 379.88 474.47 0.01 0 4%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 13.9 2.4 6.2 2.68 6.2 0 0.02 1797.4 666.93 0 0 2%MLLW 24ftx6ft_Bridge_MLLW 18.2 2.4 3.7 2.72 3.7 0.000015 0.14 288.26 436.39 0.02 0 2%MHHW 24ftx6ft_Bridge_MHHW 18.2 2.4 3.9 2.72 3.9 0.000007 0.11 379.88 474.47 0.02 0 2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 18.2 2.4 6.2 2.72 6.2 0 0.02 1797.4 666.93 0 0 1%MLLW 24ftx6ft_Bridge_MLLW 23.2 2.4 3.7 2.75 3.7 0.000024 0.17 288.26 436.39 0.03 0 1%MHHW 24ftx6ft_Bridge_MHHW 23.2 2.4 3.9 2.75 3.9 0.000011 0.13 379.88 474.47 0.02 0 1%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 23.2 2.4 6.2 2.75 6.2 0 0.03 1797.4 666.93 0 0 0.2%MLLW 24ftx6ft_Bridge_MLLW 37.7 2.4 3.7 2.84 3.7 0.000064 0.28 288.26 436.39 0.05 0 0.2%MHHW 24ftx6ft_Bridge_MHHW 37.7 2.4 3.9 2.84 3.9 0.00003 0.22 379.88 474.47 0.03 0 0.2%MHHW+SLR 24ftx6ft_Bridge_MHHW+SLR 37.7 2.4 6.2 2.84 6.2 0 0.05 1797.4 666.93 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 84 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1596 Max WS 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.91 3.91 0.000141 0.2 1.57 4.23 0.06 1596 Max WS 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 7 7 0 0 1177.7 627.23 0 1596 Max WS 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 8.12 8.12 0 0 1887 641.13 0 1596 Max WS 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 9 9 0 0 2459.5 665.14 0 1596 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.76 3.76 0.00052 0.31 0.99 3.58 0.1 1596 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.76 3.76 0.00052 0.31 0.99 3.58 0.1 1596 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.76 3.76 0.00052 0.31 0.99 3.58 0.1 1596 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.76 3.76 0.00052 0.31 0.99 3.58 0.1 1596 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 4.17 4.17 0.000027 0.11 2.86 5.41 0.03 1596 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 4.35 4.35 0.000012 0.08 4.16 29.09 0.02 1596 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 4.43 4.43 0.000006 0.06 9.21 88.13 0.01 1596 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 5.08 5.08 0 0 145.42 304.07 0 1596 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 5.23 5.23 0 0 197.39 374.42 0 1596 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 4.91 4.91 0 0.01 96.81 255.32 0 1596 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 5.71 5.71 0 0 406.72 497.72 0 1596 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 6.09 6.09 0 0 616.64 589.89 0 1596 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 5.39 5.39 0 0 261.38 425.31 0 1596 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 6.29 6.29 0 0 737.23 612.82 0 1596 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 6.85 6.85 0 0 1079.8 624.62 0 1596 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 5.94 5.94 0 0 526.87 563.69 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 85 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1596 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 6.95 6.95 0 0 1142.7 626.3 0 1596 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 7.57 7.57 0 0 1532.7 634.45 0 1596 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.35 6.35 0 0 774.36 614.19 0 1596 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 7.52 7.52 0 0 1503.7 633.94 0 1596 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 8.25 8.25 0 0 1969.7 642.76 0 1596 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.77 6.77 0 0 1033.2 623.36 0 1596 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 7.95 7.95 0 0 1779.2 639.1 0 1596 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 8.71 8.71 0 0 2267.1 654.05 0 1596 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.98 6.98 0 0 1163 626.85 0 1596 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 8.12 8.12 0 0 1886.3 641.12 0 1596 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 8.95 8.95 0 0 2428.1 662.68 0 1596 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.86 6.86 0 0 1085.6 624.77 0 1596 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 7.96 7.96 0 0 1781.5 639.15 0 1596 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 8.82 8.82 0 0 2342.7 657.92 0 1596 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.58 6.58 0 0 916.17 620.04 0 1596 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 7.6 7.6 0 0 1554.5 634.84 0 1596 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 8.46 8.46 0 0 2107.8 645.26 0 1596 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 6.19 6.19 0 0 671.65 607.22 0 1596 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 7.09 7.09 0 0 1235.1 628.59 0 1596 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 7.98 7.98 0 0 1796.1 639.4 0 1596 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 5.77 5.77 0 0 436.75 516.76 0 1596 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 6.57 6.57 0 0 910.49 619.86 0 1596 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 7.37 7.37 0 0 1410.3 632.28 0 1596 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 5.34 5.34 0 0 240.31 405.57 0 1596 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 6.05 6.05 0 0 588.83 583.67 0 1596 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 6.71 6.71 0 0 992.18 622.26 0 1596 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 4.89 4.89 0 0.01 92.27 251.33 0 1596 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 5.46 5.46 0 0 289.86 439.76 0 1596 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 5.95 5.95 0 0 530.76 564.81 0 1596 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 4.18 4.18 0.000027 0.11 2.88 5.43 0.03 1596 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 4.48 4.48 0.000003 0.04 14.62 125.87 0.01 1596 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 5.01 5.01 0 0 127.21 291.81 0 1596 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.82 3.82 0.000279 0.25 1.24 3.87 0.08 1596 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.82 3.82 0.000277 0.25 1.24 3.87 0.08 1596 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.85 3.85 0.000223 0.23 1.34 3.98 0.07 1596 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.72 3.72 0.000768 0.36 0.87 3.42 0.13 1596 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.76 3.76 0.000502 0.31 1.01 3.6 0.1 1596 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.8 3.8 0.000341 0.27 1.15 3.77 0.09 1596 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.84 3.84 0.000238 0.24 1.31 3.94 0.07 1596 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.88 3.88 0.000172 0.21 1.47 4.12 0.06 1596 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.9 3.9 0.000146 0.2 1.55 4.21 0.06 1596 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.89 3.89 0.000158 0.21 1.51 4.16 0.06 1596 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.86 3.86 0.000201 0.22 1.39 4.03 0.07 1596 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 1596 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.82 3.82 0.00028 0.25 1.23 3.86 0.08 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 86 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 1596 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.77 3.77 0.000446 0.3 1.05 3.65 0.1 1596 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.73 3.73 0.000693 0.35 0.9 3.47 0.12 1596 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 1596 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 3.38 3.7 3.7 0.000981 0.39 0.8 3.33 0.14 690 Max WS 24ft_Bridge_TypTide+Baseflow -0.62 1.69 3.9 3.9 0 -0.02 29.5 19.91 0 690 Max WS 24ft_Bridge_10%Surge+Baseflow -10.1 1.69 7 7 0.000001 -0.1 140.55 73.51 0.01 690 Max WS 24ft_Bridge_4%Surge+Baseflow 1.13 1.69 8.12 8.12 0 0.01 231.11 87.9 0 690 Max WS 24ft_Bridge_2%Surge+Baseflow -26.3 1.69 9 9 0.000001 -0.13 317.27 110.49 0.01 690 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.63 18.42 0 690 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.63 18.42 0 690 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.63 18.42 0 690 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.63 18.42 0 690 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -15.8 1.69 4.21 4.21 0.000077 -0.48 35.87 22.08 0.06 690 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -20.2 1.69 4.39 4.39 0.000093 -0.56 40.04 23.37 0.06 690 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.8 1.69 4.44 4.44 0.000025 -0.29 41.18 23.74 0.03 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 87 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 690 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -51.8 1.69 5.11 5.13 0.000224 -1.03 59.05 29.06 0.1 690 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -53.7 1.69 5.25 5.27 0.000202 -1 63.15 30.12 0.1 690 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -19.8 1.69 4.92 4.92 0.000042 -0.43 53.55 27.54 0.04 690 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -48.3 1.69 5.72 5.72 0.000096 -0.75 77.96 33.68 0.07 690 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -83.6 1.69 6.1 6.11 0.000192 -1.14 92.01 41.31 0.1 690 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -37 1.69 5.4 5.41 0.00008 -0.65 67.7 31.26 0.06 690 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -52.1 1.69 6.29 6.3 0.000061 -0.66 100.6 45.53 0.06 690 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -63.8 1.69 6.85 6.85 0.000053 -0.67 129.35 71.21 0.05 690 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -47.9 1.69 5.94 5.95 0.000074 -0.69 85.89 37.94 0.06 690 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -64.8 1.69 6.95 6.95 0.000049 -0.65 136.59 72.81 0.05 690 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.2 1.69 7.56 7.57 0.00004 -0.64 184.11 81.14 0.05 690 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -34.4 1.69 6.35 6.36 0.000025 -0.43 103.4 46.78 0.04 690 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55 1.69 7.52 7.52 0.00002 -0.45 180.46 80.52 0.03 690 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.5 1.69 8.25 8.25 0.000009 -0.33 242.59 89.95 0.02 690 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -40.7 1.69 6.77 6.77 0.000023 -0.44 124.8 55.64 0.04 690 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -37.9 1.69 7.95 7.95 0.000006 -0.26 216.49 85.88 0.02 690 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.3 1.69 8.71 8.71 0.000007 -0.29 286.9 100.82 0.02 690 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.12 1.69 6.98 6.98 0 0.01 139.08 73.21 0 690 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.04 1.69 8.12 8.12 0 0 231.06 87.89 0 690 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -26.8 1.69 8.95 8.95 0.000001 -0.14 312.61 109.49 0.01 690 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 23.97 1.69 6.85 6.86 0.000007 0.25 130.01 71.37 0.02 690 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 25.86 1.69 7.96 7.96 0.000003 0.18 216.79 85.92 0.01 690 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.74 1.69 8.82 8.82 0.000001 0.11 298.7 103.54 0.01 690 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.35 1.69 6.58 6.58 0.00002 0.39 114.57 51.6 0.03 690 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.2 1.69 7.6 7.6 0.000008 0.29 186.91 81.54 0.02 690 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 52.92 1.69 8.46 8.46 0.000008 0.32 262.55 97.34 0.02 690 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 39.75 1.69 6.18 6.18 0.00004 0.53 95.6 43.17 0.05 690 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 47.71 1.69 7.09 7.09 0.000023 0.46 147.3 74.64 0.04 690 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.03 1.69 7.98 7.98 0.000018 0.44 218.57 86.16 0.03 690 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 29.56 1.69 5.77 5.77 0.000034 0.45 79.63 34.06 0.04 690 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.78 1.69 6.57 6.57 0.000044 0.59 113.92 51.33 0.05 690 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.04 1.69 7.37 7.37 0.000034 0.58 168.42 78.32 0.04 690 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 30.87 1.69 5.33 5.34 0.000061 0.56 65.56 30.73 0.05 690 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 55.01 1.69 6.03 6.04 0.000089 0.77 89.47 39.94 0.07 690 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.2 1.69 6.7 6.7 0.00006 0.7 120.76 54.22 0.06 690 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 29.93 1.69 4.85 4.86 0.000105 0.66 51.73 27.02 0.07 690 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 45.6 1.69 5.44 5.45 0.000117 0.79 68.85 31.54 0.08 690 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 80.51 1.69 5.91 5.93 0.000216 1.17 84.75 37.28 0.1 690 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 14.78 1.69 4.14 4.14 0.000075 0.46 34.45 21.63 0.06 690 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 24.88 1.69 4.44 4.44 0.000132 0.67 41.17 23.74 0.08 690 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 55.25 1.69 4.92 4.94 0.000327 1.19 53.53 27.54 0.12 690 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.88 1.69 3.82 3.82 0.000002 0.07 27.91 19.29 0.01 690 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 2.09 1.69 3.82 3.82 0.000003 0.08 27.91 19.29 0.01 690 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.3 1.69 3.82 3.82 0.000017 0.2 27.98 19.31 0.03 690 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 26.01 18.55 0.01 690 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.75 18.82 0 690 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.03 27.51 19.13 0 690 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.28 19.43 0 690 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 29.06 19.74 0.01 690 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 690 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.47 19.9 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 88 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 690 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 29.27 19.82 0 690 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.52 1.69 3.86 3.86 0 -0.02 28.68 19.59 0 690 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.91 19.28 0.01 690 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.95 18.9 0.01 690 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 26.18 18.61 0 690 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 690 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.63 18.41 0 687 Max WS 24ft_Bridge_TypTide+Baseflow -0.67 1.69 3.9 3.9 0 -0.02 29.2 19.14 0 687 Max WS 24ft_Bridge_10%Surge+Baseflow -10.1 1.69 7 7 0.000001 -0.11 118.09 51.49 0.01 687 Max WS 24ft_Bridge_4%Surge+Baseflow 1.13 1.69 8.12 8.12 0 0.01 160.61 71.75 0 687 Max WS 24ft_Bridge_2%Surge+Baseflow -26.3 1.69 9 9 0.000002 -0.17 194.93 93.14 0.01 687 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.46 17.88 0 687 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.46 17.88 0 687 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.46 17.88 0 687 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.69 3.7 3.7 0 0.01 25.46 17.88 0 687 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 89 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 687 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -15.8 1.69 4.21 4.21 0.000077 -0.48 35.29 21.02 0.06 687 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -20.2 1.69 4.39 4.39 0.000095 -0.57 39.25 22.17 0.06 687 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.8 1.69 4.44 4.44 0.000025 -0.29 40.33 22.47 0.03 687 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -51.9 1.69 5.11 5.13 0.000232 -1.05 56.98 26.79 0.1 687 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -53.7 1.69 5.25 5.27 0.00021 -1.03 60.75 27.64 0.1 687 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -19.8 1.69 4.92 4.92 0.000043 -0.44 51.91 25.54 0.04 687 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -48.4 1.69 5.72 5.72 0.000101 -0.78 74.23 30.43 0.07 687 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -83.7 1.69 6.09 6.11 0.000206 -1.19 86.2 34.04 0.1 687 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -37 1.69 5.4 5.41 0.000084 -0.67 64.92 28.53 0.06 687 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -52.1 1.69 6.29 6.3 0.000066 -0.69 92.87 38.01 0.06 687 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -63.8 1.69 6.84 6.85 0.000059 -0.71 112.44 48.56 0.06 687 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -47.9 1.69 5.94 5.95 0.000079 -0.72 81.22 31.98 0.06 687 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -64.9 1.69 6.94 6.95 0.000056 -0.7 116.08 50.26 0.06 687 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.2 1.69 7.56 7.57 0.000052 -0.73 139.05 62.92 0.05 687 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -34.4 1.69 6.35 6.36 0.000027 -0.45 94.97 39.22 0.04 687 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55 1.69 7.52 7.52 0.000025 -0.51 137.37 62.21 0.04 687 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.5 1.69 8.25 8.25 0.000013 -0.4 165.63 73.88 0.03 687 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -40.8 1.69 6.77 6.77 0.000026 -0.46 109.78 47.22 0.04 687 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38 1.69 7.95 7.95 0.000009 -0.31 154.01 68.85 0.02 687 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.4 1.69 8.71 8.71 0.00001 -0.36 183.65 86.61 0.02 687 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.12 1.69 6.98 6.98 0 0.01 117.35 50.9 0 687 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.04 1.69 8.12 8.12 0 0 160.58 71.74 0 687 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -26.8 1.69 8.95 8.95 0.000002 -0.17 193.27 92.09 0.01 687 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 23.98 1.69 6.85 6.86 0.000008 0.27 112.8 48.74 0.02 687 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 25.88 1.69 7.96 7.96 0.000004 0.21 154.15 68.91 0.02 687 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.76 1.69 8.82 8.82 0.000001 0.14 188.2 89.12 0.01 687 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.36 1.69 6.58 6.58 0.000022 0.42 102.97 43.5 0.03 687 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.22 1.69 7.6 7.6 0.000011 0.33 140.4 63.46 0.02 687 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 52.95 1.69 8.46 8.46 0.000012 0.38 174 77.71 0.03 687 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 39.76 1.69 6.18 6.18 0.000043 0.55 89.04 35.73 0.05 687 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 47.74 1.69 7.09 7.09 0.000027 0.49 121.4 54.26 0.04 687 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.07 1.69 7.98 7.98 0.000024 0.52 154.92 69.21 0.04 687 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 29.57 1.69 5.77 5.77 0.000036 0.47 75.74 30.73 0.04 687 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.8 1.69 6.57 6.57 0.000048 0.62 102.51 43.24 0.05 687 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.07 1.69 7.37 7.37 0.000042 0.64 131.64 59.89 0.05 687 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 30.88 1.69 5.33 5.34 0.000063 0.57 62.96 28.12 0.06 687 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 55.02 1.69 6.03 6.04 0.000095 0.8 84.16 32.73 0.07 687 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.23 1.69 6.7 6.7 0.000066 0.74 107.12 45.88 0.06 687 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 29.94 1.69 4.85 4.86 0.000108 0.68 50.2 25.11 0.07 687 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 45.61 1.69 5.44 5.45 0.000122 0.82 65.95 28.74 0.08 687 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 80.54 1.69 5.91 5.93 0.00023 1.22 80.19 31.75 0.11 687 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 14.8 1.69 4.14 4.14 0.000075 0.47 33.92 20.62 0.06 687 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 24.9 1.69 4.44 4.44 0.000134 0.68 40.31 22.47 0.08 687 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 55.27 1.69 4.92 4.94 0.000337 1.22 51.84 25.52 0.12 687 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.88 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 2.09 1.69 3.82 3.82 0.000003 0.08 27.67 18.64 0.01 687 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.3 1.69 3.82 3.82 0.000017 0.2 27.73 18.66 0.03 687 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.69 3.72 3.72 0.000001 0.04 25.82 18 0.01 687 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.69 3.76 3.76 0 0.03 26.54 18.26 0 687 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 687 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.69 3.8 3.8 0.000001 0.04 27.28 18.51 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 90 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 687 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.69 3.84 3.84 0.000001 0.04 28.02 18.76 0 687 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.69 3.88 3.88 0.000001 -0.05 28.77 19 0.01 687 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.35 1.69 3.9 3.9 0 0.01 29.17 19.13 0 687 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.46 1.69 3.89 3.89 0 -0.02 28.97 19.07 0 687 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.53 1.69 3.86 3.86 0 -0.02 28.4 18.88 0 687 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.81 1.69 3.82 3.82 0.000002 0.07 27.66 18.64 0.01 687 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.11 1.69 3.77 3.77 0.000001 0.04 26.74 18.32 0.01 687 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.19 1.69 3.73 3.73 0 -0.01 25.99 18.07 0 687 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 687 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 1.69 3.7 3.7 0 0 25.45 17.87 0 665 Max WS 24ft_Bridge_TypTide+Baseflow -0.67 -0.01 -0.01 665 Max WS 24ft_Bridge_10%Surge+Baseflow -10.1 -0.09 -0.09 665 Max WS 24ft_Bridge_4%Surge+Baseflow -1.13 -0.01 -0.01 665 Max WS 24ft_Bridge_2%Surge+Baseflow -26.3 -0.24 -0.24 665 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 0.01 0.01 665 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 0.01 0.01 665 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 0.01 0.01 665 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 0.01 0.01 665 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 0.02 0.02 665 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.97 0.02 0.02 665 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.97 0.02 0.02 665 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.97 0.02 0.02 665 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 0.02 0.02 665 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 0.02 0.02 665 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 0.02 0.02 665 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 0.01 0.01 665 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.35 0.01 0.01 665 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.35 0.01 0.01 665 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.35 0.01 0.01 665 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 -0.01 -0.01 665 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.46 -0.01 -0.01 665 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.46 -0.01 -0.01 665 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.46 -0.01 -0.01 665 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 -0.01 -0.01 665 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.53 -0.01 -0.01 665 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.53 -0.01 -0.01 665 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.53 -0.01 -0.01 665 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 0.03 0.03 665 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.81 0.03 0.03 665 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.81 0.03 0.03 665 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.81 0.03 0.03 665 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 0.02 0.02 665 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 0.02 0.02 665 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 0.02 0.02 665 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 0.02 0.02 665 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 0 0 665 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 0 0 665 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 0 0 665 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 0 0 665 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 0 0 665 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 0 0 665 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 0 0 665 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 0 0 665 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 0.02 0.02 665 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 0.02 0.02 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 91 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 665 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 0.02 0.02 665 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 0.02 0.02 665 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 0.02 0.02 665 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 0.02 0.02 665 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 0.02 0.02 665 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 0.02 0.02 665 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 0.02 0.02 665 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 0.02 0.02 665 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 -0.03 -0.03 665 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 0.01 0.01 665 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 0.01 0.01 665 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -15.8 -0.26 -0.25 665 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -20.2 -0.31 -0.31 665 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 -0.01 -0.01 665 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.8 -0.16 -0.16 665 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -51.9 -0.64 -0.63 665 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -53.7 -0.64 -0.64 665 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 -0.01 -0.01 665 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -19.8 -0.26 -0.26 665 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -48.4 -0.53 -0.52 665 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -83.7 -0.86 -0.85 665 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 0.03 0.03 665 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -37 -0.43 -0.42 665 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -52.1 -0.52 -0.51 665 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -63.8 -0.6 -0.59 665 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 0.02 0.02 665 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -47.9 -0.5 -0.5 665 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -64.9 -0.6 -0.6 665 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.2 -0.73 -0.73 665 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 0 0 665 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -34.4 -0.34 -0.34 665 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55 -0.5 -0.5 665 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.5 -0.48 -0.48 665 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 0 0 665 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -40.8 -0.38 -0.38 665 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38 -0.35 -0.35 665 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.4 -0.49 -0.49 665 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 0.02 0.02 665 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.12 0.01 0.01 665 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.04 0 0 665 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -26.8 -0.25 -0.25 665 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 0.02 0.02 665 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 23.98 0.22 0.22 665 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 25.88 0.24 0.24 665 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.76 0.19 0.19 665 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 0.02 0.02 665 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.36 0.33 0.33 665 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.22 0.34 0.34 665 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 52.95 0.48 0.48 665 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 0.02 0.02 665 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 39.76 0.4 0.4 665 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 47.74 0.44 0.44 665 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.07 0.59 0.59 665 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 -0.03 -0.03 665 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 29.57 0.32 0.32 665 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.8 0.49 0.49 665 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.07 0.61 0.61 665 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 0.01 0.01 665 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 30.88 0.37 0.36 665 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 55.02 0.57 0.56 665 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.23 0.6 0.6 665 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 -0.01 -0.01 665 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 29.94 0.4 0.39 665 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 45.61 0.53 0.52 665 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 80.54 0.85 0.84 665 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 -0.01 -0.01 665 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 14.8 0.25 0.24 665 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 24.9 0.38 0.37 665 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 55.27 0.72 0.71 665 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 0.03 0.03 665 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.88 0.04 0.04 665 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 2.09 0.04 0.04 665 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.3 0.1 0.1 665 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 0.02 0.02 665 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 0 0 665 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 0 0 665 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 0 0 665 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 0 0 665 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 0 0 665 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 0 0 665 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 0 0 665 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 0 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 92 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 665 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 0.02 0.02 665 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 0.02 0.02 665 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 0.02 0.02 665 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 0.02 0.02 665 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 0.02 0.02 665 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 0.02 0.02 665 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 0.02 0.02 665 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 0.02 0.02 665 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 0.02 0.02 665 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 0.02 0.02 665 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 0.02 0.02 665 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 0.02 0.02 665 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 0.02 0.02 665 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 0.02 0.02 665 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 0.02 0.02 665 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 0.02 0.02 665 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 -0.03 -0.03 665 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 -0.03 -0.03 665 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 -0.03 -0.03 665 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 -0.03 -0.03 665 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 0.01 0.01 665 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 0.01 0.01 665 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.35 0.01 0.01 665 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.35 0.01 0.01 665 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 -0.01 -0.01 665 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.46 -0.01 -0.01 665 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.46 -0.01 -0.01 665 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.46 -0.01 -0.01 665 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 -0.01 -0.01 665 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.53 -0.01 -0.01 665 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.53 -0.01 -0.01 665 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.53 -0.01 -0.01 665 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 0.03 0.03 665 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.81 0.03 0.03 665 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.81 0.03 0.03 665 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.81 0.03 0.03 665 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 0.02 0.02 665 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.11 0.02 0.02 665 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 0 0 665 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.19 0 0 665 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.19 0 0 665 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.19 0 0 665 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 0 0 665 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 0 0 665 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 0 0 665 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 0 0 632 Max WS 24ft_Bridge_TypTide+Baseflow -0.75 1.56 3.9 3.9 0 -0.03 28.32 14.98 0 632 Max WS 24ft_Bridge_10%Surge+Baseflow -10.3 1.56 7 7 0.000002 -0.13 80.78 19.01 0.01 632 Max WS 24ft_Bridge_4%Surge+Baseflow -6.16 1.56 8.12 8.12 0 -0.07 107.9 29.32 0 632 Max WS 24ft_Bridge_2%Surge+Baseflow -26.9 1.56 9 9 0.000005 -0.24 137.92 39.23 0.02 632 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 93 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -15.8 1.56 4.21 4.21 0.000088 -0.48 33.01 15.39 0.06 632 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -20.2 1.56 4.4 4.4 0.00011 -0.56 35.87 15.62 0.07 632 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.8 1.56 4.44 4.44 0.000029 -0.29 36.58 15.67 0.03 632 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -51.9 1.56 5.13 5.15 0.00029 -1.1 47.68 16.51 0.11 632 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -53.7 1.56 5.27 5.29 0.000268 -1.09 49.98 16.67 0.11 632 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -19.8 1.56 4.93 4.93 0.000053 -0.45 44.34 16.26 0.05 632 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -48.4 1.56 5.73 5.74 0.000138 -0.85 57.82 17.23 0.08 632 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -83.7 1.56 6.12 6.15 0.000295 -1.34 64.57 17.73 0.12 632 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -37 1.56 5.41 5.42 0.00011 -0.72 52.39 16.85 0.07 632 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -52.1 1.56 6.31 6.32 0.000098 -0.79 67.99 18 0.07 632 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -63.8 1.56 6.85 6.86 0.000098 -0.86 77.94 18.78 0.07 632 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -47.9 1.56 5.96 5.97 0.000111 -0.8 61.72 17.51 0.07 632 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -64.9 1.56 6.95 6.96 0.000095 -0.86 79.83 18.93 0.07 632 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.2 1.56 7.57 7.59 0.000097 -0.94 93.28 25.06 0.07 632 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -34.4 1.56 6.37 6.37 0.000041 -0.52 69 18.08 0.04 632 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55 1.56 7.53 7.53 0.000047 -0.65 92.13 24.93 0.05 632 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.5 1.56 8.26 8.26 0.000028 -0.54 112.01 30.63 0.04 632 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -40.8 1.56 6.78 6.78 0.000042 -0.56 76.53 18.66 0.05 632 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38 1.56 7.96 7.96 0.000017 -0.41 103.29 27.53 0.03 632 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.4 1.56 8.72 8.72 0.000022 -0.51 127.3 35.68 0.03 632 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 6.98 6.98 0 0.01 80.37 18.97 0 632 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.04 1.56 8.12 8.12 0 0 107.88 29.31 0 632 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -26.8 1.56 8.96 8.96 0.000005 -0.24 136.27 38.72 0.02 632 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 23.98 1.56 6.85 6.85 0.000014 0.32 77.92 18.78 0.03 632 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 25.88 1.56 7.95 7.95 0.000008 0.28 103.04 27.43 0.02 632 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.76 1.56 8.82 8.82 0.000003 0.19 130.98 36.95 0.01 632 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.36 1.56 6.57 6.57 0.000035 0.49 72.72 18.37 0.04 632 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.22 1.56 7.59 7.59 0.000021 0.43 93.72 25.11 0.03 632 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 52.95 1.56 8.45 8.45 0.000025 0.53 118.07 32.81 0.04 632 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 39.76 1.56 6.16 6.17 0.000064 0.63 65.34 17.79 0.05 632 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 47.74 1.56 7.08 7.09 0.000047 0.61 82.27 19.12 0.05 632 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.07 1.56 7.96 7.97 0.000049 0.7 103.29 27.53 0.05 632 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 29.57 1.56 5.75 5.76 0.000051 0.52 58.18 17.26 0.05 632 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.8 1.56 6.55 6.56 0.000077 0.73 72.36 18.34 0.06 632 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.07 1.56 7.35 7.36 0.000078 0.82 87.82 23.16 0.06 632 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 30.88 1.56 5.32 5.32 0.000084 0.62 50.79 16.73 0.06 632 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 55.02 1.56 6.01 6.02 0.00014 0.9 62.59 17.58 0.08 632 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.23 1.56 6.68 6.69 0.000109 0.89 74.75 18.52 0.07 632 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 29.94 1.56 4.84 4.85 0.000135 0.7 42.93 16.15 0.07 632 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 45.61 1.56 5.42 5.43 0.000166 0.88 52.43 16.85 0.09 632 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 80.54 1.56 5.87 5.9 0.000339 1.37 60.16 17.39 0.12 632 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 14.8 1.56 4.14 4.14 0.000086 0.46 31.85 15.28 0.06 632 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 24.9 1.56 4.43 4.44 0.000159 0.68 36.38 15.66 0.08 632 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 55.27 1.56 4.89 4.92 0.000432 1.27 43.77 16.22 0.13 632 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.88 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 2.09 1.56 3.82 3.82 0.000003 0.08 27.1 14.87 0.01 632 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.3 1.56 3.82 3.82 0.000018 0.2 27.13 14.87 0.03 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 94 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 25.61 14.73 0.01 632 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 26.2 14.79 0 632 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0.000001 0.03 26.79 14.84 0 632 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0.000001 0.04 27.39 14.89 0 632 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.38 1.56 3.88 3.88 0.000001 -0.05 27.99 14.95 0.01 632 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 28.15 14.96 0 632 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 27.7 14.92 0 632 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.07 27.1 14.87 0.01 632 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000001 0.04 26.35 14.8 0.01 632 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 25.76 14.74 0 632 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 632 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 25.31 14.7 0 618 Max WS 24ft_Bridge_TypTide+Baseflow -0.75 1.56 3.9 3.9 0 -0.03 30.65 18.3 0 618 Max WS 24ft_Bridge_10%Surge+Baseflow -10.3 1.56 7 7 0.000001 -0.08 450.08 325.75 0.01 618 Max WS 24ft_Bridge_4%Surge+Baseflow -6.16 1.56 8.12 8.12 0 -0.03 819.26 333.8 0 618 Max WS 24ft_Bridge_2%Surge+Baseflow -26.9 1.56 9 9 0.000001 -0.09 1116.3 340.43 0.01 618 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.4 17.44 0 618 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 95 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -15.9 1.56 4.21 4.22 0.000069 -0.46 36.55 19.77 0.05 618 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -20.3 1.56 4.4 4.4 0.000087 -0.55 40.3 20.65 0.06 618 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.8 1.56 4.44 4.44 0.000023 -0.29 41.21 20.86 0.03 618 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -51.9 1.56 5.14 5.15 0.000232 -1.06 56.82 24.07 0.1 618 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -53.8 1.56 5.27 5.29 0.000215 -1.05 60.2 24.78 0.1 618 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -19.9 1.56 4.93 4.93 0.000043 -0.44 51.91 23.11 0.04 618 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -48.7 1.56 5.74 5.75 0.000112 -0.83 76.63 95.66 0.07 618 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -84.1 1.56 6.13 6.15 0.000205 -1.2 169.56 315.22 0.1 618 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -37 1.56 5.42 5.42 0.000088 -0.69 63.74 25.52 0.07 618 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -52.4 1.56 6.31 6.32 0.00006 -0.67 228.36 318.35 0.06 618 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -64.3 1.56 6.86 6.86 0.000038 -0.57 402.62 324.36 0.05 618 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -48.2 1.56 5.96 5.97 0.000085 -0.75 118.83 286.55 0.07 618 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -65.3 1.56 6.96 6.96 0.000034 -0.55 435.28 325.32 0.04 618 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.8 1.56 7.58 7.58 0.000022 -0.48 638.92 330.13 0.04 618 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -34.6 1.56 6.37 6.37 0.000024 -0.43 245.49 319.13 0.04 618 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55.4 1.56 7.53 7.53 0.000011 -0.34 622.84 329.79 0.03 618 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.9 1.56 8.26 8.26 0.000004 -0.23 865.64 334.66 0.02 618 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -41 1.56 6.78 6.78 0.000017 -0.38 377.46 323.62 0.03 618 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38.2 1.56 7.96 7.96 0.000003 -0.19 765.58 332.72 0.01 618 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.7 1.56 8.72 8.72 0.000003 -0.2 1020.4 338.13 0.01 618 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.13 1.56 6.98 6.98 0 0.01 442.92 325.55 0 618 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.03 1.56 8.12 8.12 0 0 819.04 333.8 0 618 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -27 1.56 8.96 8.96 0.000001 -0.09 1101.9 340.11 0.01 618 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 24.15 1.56 6.85 6.85 0.000005 0.22 400.88 324.31 0.02 618 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 26.05 1.56 7.95 7.95 0.000002 0.13 762.42 332.66 0.01 618 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.89 1.56 8.82 8.82 0 0.07 1054.4 338.96 0 618 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.59 1.56 6.57 6.57 0.000017 0.37 310.7 321.33 0.03 618 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.48 1.56 7.59 7.59 0.000005 0.22 643.2 330.22 0.02 618 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 53.3 1.56 8.45 8.45 0.000004 0.22 929.66 336.05 0.01 618 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 39.96 1.56 6.16 6.17 0.000045 0.56 180.46 316.22 0.05 618 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 48.06 1.56 7.08 7.08 0.000015 0.37 475.98 326.42 0.03 618 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.49 1.56 7.96 7.96 0.000009 0.32 765.97 332.73 0.02 618 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 29.75 1.56 5.75 5.76 0.000041 0.5 78.43 110.64 0.05 618 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 51.16 1.56 6.55 6.56 0.000039 0.55 304.72 321.11 0.05 618 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.52 1.56 7.35 7.35 0.000021 0.45 564.52 328.5 0.03 618 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 30.91 1.56 5.32 5.32 0.000068 0.6 61.26 25.01 0.06 618 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 55.31 1.56 6.01 6.02 0.000106 0.84 132.61 298.45 0.07 618 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.67 1.56 6.68 6.69 0.000049 0.63 346.75 322.66 0.05 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 96 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 29.97 1.56 4.84 4.85 0.000108 0.68 49.86 22.69 0.07 618 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 45.66 1.56 5.41 5.43 0.000134 0.86 63.72 25.52 0.08 618 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 80.97 1.56 5.87 5.89 0.000269 1.31 95.84 200.74 0.12 618 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 14.86 1.56 4.13 4.14 0.000068 0.45 35.03 19.39 0.05 618 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 24.97 1.56 4.43 4.43 0.000126 0.66 40.9 20.79 0.07 618 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 55.35 1.56 4.89 4.91 0.000348 1.23 50.99 22.92 0.13 618 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.89 1.56 3.82 3.82 0.000002 0.07 29.17 17.91 0.01 618 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 2.1 1.56 3.82 3.82 0.000002 0.07 29.17 17.91 0.01 618 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.31 1.56 3.82 3.82 0.000015 0.19 29.21 17.92 0.02 618 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.97 1.56 3.72 3.72 0.000001 0.04 27.39 17.44 0 618 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.83 1.56 3.76 3.76 0 0.03 28.1 17.63 0 618 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.92 1.56 3.8 3.8 0 0.03 28.81 17.82 0 618 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.99 1.56 3.84 3.84 0 0.03 29.52 18 0 618 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.39 1.56 3.88 3.88 0.000001 -0.05 30.26 18.19 0.01 618 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.35 1.56 3.9 3.9 0 0.01 30.62 18.29 0 618 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.46 1.56 3.89 3.89 0 -0.02 30.44 18.24 0 618 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.53 1.56 3.86 3.86 0 -0.02 29.89 18.1 0 618 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.81 1.56 3.82 3.82 0.000002 0.06 29.17 17.91 0.01 618 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000001 0.04 28.28 17.68 0.01 618 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.19 1.56 3.73 3.73 0 -0.01 27.57 17.49 0 618 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 618 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 1.56 3.7 3.7 0 0 27.04 17.35 0 0 Max WS 24ft_Bridge_TypTide+Baseflow -5.27 2.4 3.9 2.6 3.9 0.000001 -0.03 379.88 474.47 0 0 Max WS 24ft_Bridge_10%Surge+Baseflow -27.8 2.4 7 2.78 7 0 -0.03 2341 690.29 0 0 Max WS 24ft_Bridge_4%Surge+Baseflow -14.7 2.4 8.12 2.69 8.12 0 -0.01 3129.1 713.9 0 0 Max WS 24ft_Bridge_2%Surge+Baseflow -61.6 2.4 9 2.94 9 0 -0.04 3761.4 725.46 0 0 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 1.21 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.21 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 1.21 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 1.21 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 97 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -84.9 2.4 4.24 3.04 4.24 0.000056 -0.35 562.07 590.2 0.05 0 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -115 2.4 4.43 3.14 4.43 0.000062 -0.39 674.76 595.15 0.05 0 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -55 2.4 4.45 2.92 4.45 0.000014 -0.19 686.67 595.55 0.02 0 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -162 2.4 5.18 3.21 5.18 0.000029 -0.33 1133.8 632.8 0.04 0 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -142 2.4 5.31 3.19 5.31 0.000018 -0.27 1216.3 637.01 0.03 0 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -79.6 2.4 4.94 2.98 4.94 0.00001 -0.19 983.11 619.62 0.02 0 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -125 2.4 5.75 3.15 5.75 0.000008 -0.2 1500.5 652.82 0.02 0 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -196 2.4 6.15 3.24 6.15 0.000011 -0.26 1764.1 665.43 0.02 0 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -101 2.4 5.43 3.11 5.43 0.000008 -0.18 1293.1 642.63 0.02 0 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -124 2.4 6.32 3.15 6.32 0.000004 -0.16 1877.6 670.91 0.01 0 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -154 2.4 6.86 3.2 6.86 0.000003 -0.16 2244.6 687.05 0.01 0 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -119 2.4 5.97 3.15 5.97 0.000005 -0.17 1644.8 659.38 0.02 0 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -156 2.4 6.96 3.21 6.96 0.000003 -0.16 2313.4 689.45 0.01 0 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -189 2.4 7.58 3.24 7.58 0.000003 -0.16 2745.7 704.5 0.01 0 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -82.6 2.4 6.37 3.03 6.37 0.000002 -0.1 1911.2 672.74 0.01 0 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -130 2.4 7.53 3.17 7.53 0.000001 -0.11 2710.5 703.34 0.01 0 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -120 2.4 8.26 3.15 8.26 0.000001 -0.09 3229.1 715.2 0.01 0 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -98.2 2.4 6.78 3.06 6.78 0.000002 -0.11 2189.7 685.13 0.01 0 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -88.9 2.4 7.96 3.04 7.96 0 -0.07 3015 712.06 0.01 0 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -122 2.4 8.72 3.15 8.72 0.000001 -0.08 3559.2 720 0.01 0 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 2.76 2.4 6.98 2.55 6.98 0 0 2327.2 689.89 0 0 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow -0.61 2.4 8.12 2.47 8.12 0 0 3129.1 713.9 0 0 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -61.3 2.4 8.96 2.93 8.96 0 -0.04 3732.4 724.48 0 0 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 57.02 2.4 6.85 2.92 6.85 0 0.06 2237.7 686.81 0.01 0 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 59.62 2.4 7.95 2.93 7.95 0 0.05 3007.9 711.94 0 0 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 46.19 2.4 8.82 2.88 8.82 0 0.03 3631.2 721.6 0 0 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 81.87 2.4 6.57 3.02 6.57 0.000001 0.09 2046.4 679.18 0.01 0 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 88.1 2.4 7.59 3.04 7.59 0.000001 0.08 2752.8 704.73 0.01 0 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 121 2.4 8.45 3.15 8.45 0.000001 0.08 3365.2 716.94 0.01 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 98 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 95.79 2.4 6.16 3.08 6.16 0.000003 0.13 1770.7 665.73 0.01 0 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 113.7 2.4 7.08 3.14 7.08 0.000002 0.11 2396.3 691.83 0.01 0 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 148.5 2.4 7.96 3.2 7.96 0.000001 0.12 3015 712.06 0.01 0 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 75.81 2.4 5.75 2.97 5.75 0.000003 0.12 1500.5 652.82 0.01 0 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 123.8 2.4 6.55 3.17 6.55 0.000003 0.14 2032.9 678.6 0.01 0 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 158.4 2.4 7.35 3.19 7.35 0.000002 0.14 2584.3 699.39 0.01 0 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 78.37 2.4 5.31 2.99 5.31 0.000005 0.15 1216.3 637.01 0.02 0 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 133.5 2.4 6 3.18 6 0.000006 0.19 1664.6 660.28 0.02 0 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 153.4 2.4 6.68 3.2 6.68 0.000004 0.17 2121.3 682.6 0.01 0 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 88.15 2.4 4.82 3.04 4.82 0.000016 0.23 909.24 611.07 0.03 0 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 115.5 2.4 5.4 3.14 5.4 0.00001 0.21 1273.8 641.47 0.02 0 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 195.9 2.4 5.85 3.24 5.85 0.000016 0.29 1565.9 655.78 0.03 0 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 87.38 2.4 4.1 3.02 4.1 0.000086 0.4 481.58 558.46 0.06 0 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 122.5 2.4 4.38 3.17 4.38 0.000081 0.44 645.03 594.09 0.06 0 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 158.9 2.4 4.83 3.21 4.83 0.000051 0.4 915.35 611.66 0.05 0 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 6.02 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 6.12 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 9.08 2.4 3.82 2.64 3.82 0.000002 0.06 342.39 463.47 0.01 0 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 1.2 2.4 3.72 2.5 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.96 2.4 3.76 2.5 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.61 2.4 3.8 2.47 3.8 0 0 333.15 461.44 0 0 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.53 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.44 2.4 3.88 2.6 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.15 2.4 3.9 2.43 3.9 0 0 379.88 474.47 0 0 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.14 2.4 3.89 2.43 3.89 0 0 375.14 472.93 0 0 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.19 2.4 3.86 2.44 3.86 0 0 361.02 468.24 0 0 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 5.94 2.4 3.82 2.61 3.82 0.000001 0.04 342.39 463.47 0.01 0 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.04 319.4 453.27 0.01 0 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -0.2 2.4 3.73 2.44 3.73 0 0 301.46 443.97 0 0 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -0.07 2.4 3.7 2.42 3.7 0 0 288.26 436.39 0 665 17MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.44 0.03 0.03 665 17MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.44 0.03 0.03 665 17MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.44 0.03 0.03 665 17MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 0.02 0.02 665 17MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 0.02 0.02 665 17MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 0.02 0.02 665 17MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 0.02 0.02 665 17MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 0 0 665 17MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 0 0 665 17MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 0 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 99 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 665 17MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 0 0 665 18MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 0 0 665 18MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 0 0 665 18MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 0 0 665 18MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 0 0 665 18MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 0.02 0.01 665 18MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.71 0.01 0.01 665 18MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.75 0.01 0.01 665 18MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.79 0.02 0.01 665 18MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 0 0 665 18MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 0 0 665 18MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 0 0 665 18MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 0 0 665 18MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 0 0 665 18MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 0 0 665 18MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 0 0 665 18MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 0 0 665 18MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 0 0 665 18MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 0 0 665 18MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 0 0 665 18MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 0 0 665 18MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.44 0.03 0.03 665 18MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 0.02 0.02 665 18MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 0 0 665 18MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 0 0 665 18MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 0 0 665 18MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 0 0 665 18MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 0 0 665 18MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 0 0 665 18MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 0 0 665 18MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 0 0 665 18MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.75 0.02 0.01 665 18MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 0.02 0.01 665 18MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.71 0.01 0.01 665 18MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.71 0.01 0.01 665 18MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.75 0.01 0.01 665 18MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.75 0.01 0.01 665 18MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.79 0.02 0.01 665 18MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.79 0.02 0.01 665 18MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 -0.02 -0.02 665 18MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 0 0 665 18MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 0 0 665 18MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 0 0 665 18MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 0 0 665 18MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 0 0 665 18MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 0 0 665 18MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 0 0 665 18MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 0 0 665 18MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 0 0 665 18MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 0 0 665 18MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 0 0 665 18MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 0 0 665 18MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.44 0.03 0.03 665 18MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.44 0.03 0.03 665 18MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 0.02 0.02 665 18MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 0.02 0.02 665 18MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 0 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 100 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 665 18MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 0 0 665 18MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 0 0 665 18MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 0 0 665 19MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 0 0 665 19MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 0 0 665 19MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 0 0 665 19MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 0 0 632 Max WS 24ft_Bridge_TypTide+Baseflow -0.61 1.56 3.9 3.9 0.000001 -0.02 28.3 14.98 0 632 Max WS 24ft_Bridge_10%Surge+Baseflow -10.9 1.56 7 7 0.000018 -0.14 80.78 19.01 0.01 632 Max WS 24ft_Bridge_4%Surge+Baseflow -6.19 1.56 8.12 8.12 0.000003 -0.06 107.89 29.32 0 632 Max WS 24ft_Bridge_2%Surge+Baseflow -26.9 1.56 9 9 0.000031 -0.23 137.92 39.22 0.02 632 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 25.32 14.7 0 632 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 25.32 14.7 0 632 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -13.5 1.56 4.13 4.14 0.000514 -0.43 31.8 15.28 0.05 632 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -19 1.56 4.28 4.29 0.000821 -0.56 34.12 15.48 0.07 632 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.3 1.56 4.41 4.41 0.000198 -0.28 36.15 15.64 0.03 632 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -39.6 1.56 5.05 5.06 0.001322 -0.86 46.31 16.41 0.09 632 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -43.7 1.56 5.19 5.2 0.001383 -0.91 48.59 16.57 0.09 632 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -15.4 1.56 4.91 4.91 0.000234 -0.35 44.06 16.24 0.04 632 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -51.4 1.56 5.67 5.69 0.001171 -0.92 56.83 17.16 0.09 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 101 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -88.8 1.56 6.05 6.08 0.002504 -1.44 63.28 17.63 0.13 632 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -35.1 1.56 5.36 5.37 0.00074 -0.69 51.57 16.79 0.07 632 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -56.3 1.56 6.29 6.3 0.000821 -0.86 67.64 17.97 0.07 632 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -67 1.56 6.84 6.85 0.000764 -0.9 77.75 18.76 0.07 632 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -48.3 1.56 5.93 5.94 0.000821 -0.81 61.21 17.47 0.07 632 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -65.7 1.56 6.94 6.95 0.000683 -0.86 79.68 18.92 0.07 632 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -80.6 1.56 7.57 7.58 0.000678 -0.93 93.13 25.05 0.07 632 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -35 1.56 6.36 6.36 0.0003 -0.52 68.89 18.07 0.04 632 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55.3 1.56 7.52 7.53 0.000328 -0.64 92.06 24.92 0.05 632 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.3 1.56 8.26 8.26 0.000184 -0.52 111.97 30.62 0.04 632 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -41.3 1.56 6.77 6.78 0.000305 -0.56 76.46 18.66 0.05 632 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38 1.56 7.96 7.96 0.000117 -0.4 103.26 27.52 0.03 632 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.5 1.56 8.72 8.72 0.000145 -0.49 127.26 35.67 0.03 632 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.03 1.56 6.98 6.98 0 0.01 80.37 18.97 0 632 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow -0.08 1.56 8.12 8.12 0 0 107.88 29.31 0 632 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -26.8 1.56 8.96 8.96 0.000031 -0.23 136.27 38.72 0.02 632 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 23.88 1.56 6.85 6.85 0.000096 0.32 77.93 18.78 0.03 632 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 25.86 1.56 7.95 7.95 0.000055 0.28 103.05 27.44 0.02 632 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.77 1.56 8.82 8.82 0.000021 0.19 130.99 36.95 0.01 632 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.54 1.56 6.57 6.58 0.000247 0.49 72.77 18.37 0.04 632 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.15 1.56 7.59 7.59 0.000142 0.43 93.74 25.12 0.03 632 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 52.88 1.56 8.45 8.45 0.000167 0.51 118.11 32.82 0.04 632 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 38.51 1.56 6.17 6.18 0.000424 0.6 65.5 17.8 0.05 632 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 47.74 1.56 7.08 7.09 0.000327 0.61 82.32 19.13 0.05 632 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 63.9 1.56 7.96 7.97 0.000331 0.68 103.35 27.56 0.05 632 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 30.63 1.56 5.77 5.77 0.000381 0.53 58.43 17.27 0.05 632 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.32 1.56 6.56 6.56 0.000532 0.72 72.48 18.35 0.06 632 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 66.69 1.56 7.35 7.36 0.000534 0.8 87.91 23.24 0.06 632 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 32.09 1.56 5.36 5.37 0.000621 0.63 51.48 16.78 0.06 632 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 51.8 1.56 6.03 6.04 0.000864 0.84 62.98 17.61 0.07 632 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.05 1.56 6.69 6.7 0.000756 0.87 74.89 18.53 0.07 632 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 26.24 1.56 4.9 4.9 0.00069 0.6 43.87 16.23 0.06 632 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 42 1.56 5.47 5.48 0.000947 0.8 53.42 16.92 0.08 632 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 73.74 1.56 5.93 5.95 0.001915 1.23 61.18 17.47 0.11 632 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 13.41 1.56 4.21 4.21 0.000452 0.41 33 15.39 0.05 632 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 33.64 1.56 4.65 4.66 0.001542 0.85 39.87 15.92 0.09 632 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 53.95 1.56 5.12 5.14 0.002269 1.15 47.46 16.49 0.12 632 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.32 1.56 3.82 3.82 0.000008 0.05 27.12 14.87 0.01 632 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 3.92 1.56 3.84 3.84 0.000067 0.14 27.34 14.89 0.02 632 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 13.9 1.56 4.01 4.01 0.000652 0.47 29.88 15.11 0.06 632 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.11 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 102 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 17MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 17MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 17MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 17MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 17MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 17MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 17MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 103 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 17MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 17MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 17MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 17MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 17MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 17MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 18MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000003 0.03 25.62 14.73 0 632 18MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.71 1.56 3.76 3.76 0.000003 0.03 26.21 14.79 0 632 18MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.8 3.8 0.000003 0.03 26.8 14.84 0 632 18MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.79 1.56 3.84 3.84 0.000003 0.03 27.39 14.89 0 632 18MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000005 -0.04 27.97 14.95 0.01 632 18MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 28.29 14.97 0 632 18MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 104 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 632 18MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 28.14 14.96 0 632 18MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 27.69 14.92 0 632 18MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.44 1.56 3.82 3.82 0.000009 0.05 27.13 14.87 0.01 632 18MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000006 0.04 26.38 14.8 0.01 632 18MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 18MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 25.76 14.74 0 632 19MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 19MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 19MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 632 19MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 25.32 14.7 0 618 Max WS 24ft_Bridge_TypTide+Baseflow -0.78 1.56 3.9 3.9 0.000003 -0.03 30.63 18.29 0 618 Max WS 24ft_Bridge_10%Surge+Baseflow -10.9 1.56 7 7 0.000003 -0.05 450.06 325.75 0 618 Max WS 24ft_Bridge_4%Surge+Baseflow -6.2 1.56 8.12 8.12 0 -0.01 819.26 333.8 0 618 Max WS 24ft_Bridge_2%Surge+Baseflow -26.9 1.56 9 9 0.000001 -0.04 1116.3 340.43 0 618 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 27.05 17.35 0 618 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 1.56 3.7 3.7 0.000001 0.01 27.05 17.35 0 618 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 105 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -13.6 1.56 4.14 4.14 0.000607 -0.4 35.15 19.42 0.05 618 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -19.1 1.56 4.3 4.3 0.000943 -0.53 38.22 20.16 0.06 618 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -10.3 1.56 4.42 4.42 0.000229 -0.27 40.69 20.74 0.03 618 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -39.7 1.56 5.07 5.08 0.001451 -0.79 55.23 23.76 0.08 618 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -43.8 1.56 5.21 5.22 0.001502 -0.82 58.59 24.44 0.08 618 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -15.4 1.56 4.91 4.92 0.000265 -0.33 51.57 23.04 0.03 618 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -51.8 1.56 5.7 5.7 0.001236 -0.82 73.38 63.86 0.07 618 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -89.3 1.56 6.09 6.1 0.001775 -1.05 157.61 307.36 0.09 618 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -35.2 1.56 5.38 5.38 0.000804 -0.62 62.77 25.32 0.06 618 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -56.7 1.56 6.3 6.31 0.000408 -0.52 225.55 318.2 0.04 618 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -67.5 1.56 6.85 6.85 0.000142 -0.33 401.83 324.34 0.03 618 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -48.6 1.56 5.94 5.95 0.000754 -0.67 113.83 283.15 0.06 618 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -66.2 1.56 6.95 6.96 0.00011 -0.3 434.71 325.31 0.02 618 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -81.2 1.56 7.58 7.58 0.000053 -0.22 638.69 330.12 0.02 618 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -35.2 1.56 6.36 6.37 0.000133 -0.3 244.67 319.1 0.03 618 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -55.7 1.56 7.53 7.53 0.000027 -0.16 622.72 329.79 0.01 618 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -52.7 1.56 8.26 8.26 0.000009 -0.1 865.62 334.66 0.01 618 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -41.6 1.56 6.78 6.78 0.000064 -0.22 377.12 323.61 0.02 618 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -38.3 1.56 7.96 7.96 0.000007 -0.08 765.55 332.72 0.01 618 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -53.9 1.56 8.72 8.72 0.000005 -0.08 1020.4 338.13 0.01 618 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 1.05 1.56 6.98 6.98 0 0 442.93 325.55 0 618 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow -0.09 1.56 8.12 8.12 0 0 819.04 333.8 0 618 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -27 1.56 8.96 8.96 0.000001 -0.04 1101.9 340.11 0 618 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 24.04 1.56 6.85 6.85 0.000018 0.12 401.02 324.32 0.01 618 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 26.03 1.56 7.95 7.95 0.000003 0.06 762.45 332.66 0 618 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 20.9 1.56 8.82 8.82 0.000001 0.03 1054.4 338.96 0 618 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 34.77 1.56 6.57 6.57 0.000074 0.23 311.22 321.35 0.02 618 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 37.4 1.56 7.59 7.59 0.000011 0.1 643.29 330.22 0.01 618 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 53.22 1.56 8.45 8.45 0.000007 0.09 929.72 336.05 0.01 618 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 38.71 1.56 6.17 6.17 0.000283 0.42 182.35 316.3 0.04 618 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 48.07 1.56 7.08 7.08 0.000045 0.19 476.3 326.43 0.01 618 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 64.33 1.56 7.96 7.96 0.000019 0.14 766.12 332.73 0.01 618 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 30.81 1.56 5.76 5.77 0.000403 0.47 79.71 115.66 0.04 618 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 50.67 1.56 6.56 6.56 0.000164 0.34 305.89 321.15 0.03 618 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 67.14 1.56 7.35 7.35 0.000053 0.22 564.92 328.51 0.02 618 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 32.13 1.56 5.35 5.36 0.000689 0.57 62.12 25.19 0.05 618 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 52.07 1.56 6.02 6.03 0.000716 0.66 137.57 300.22 0.06 618 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 63.48 1.56 6.69 6.69 0.000185 0.37 348.1 322.71 0.03 618 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 26.28 1.56 4.89 4.89 0.000793 0.56 51.01 22.93 0.06 618 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 42.05 1.56 5.46 5.47 0.001046 0.72 64.95 25.77 0.07 618 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 74.14 1.56 5.91 5.93 0.001861 1.04 106.01 253.45 0.09 618 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 13.47 1.56 4.2 4.21 0.000539 0.39 36.39 19.73 0.05 618 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 33.73 1.56 4.63 4.64 0.001833 0.8 45.18 21.72 0.09 618 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 54.02 1.56 5.09 5.1 0.002634 1.06 55.64 23.84 0.11 618 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.32 1.56 3.82 3.82 0.00001 0.05 29.2 17.92 0.01 618 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 3.93 1.56 3.84 3.84 0.000085 0.14 29.45 17.99 0.02 618 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 13.95 1.56 4 4 0.000811 0.45 32.4 18.74 0.05 618 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 106 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 17MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 17MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 17MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 107 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 17MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 17MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 17MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 17MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 17MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 17MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 17MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 17MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 17MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 17MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 0500 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 0700 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 0700 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 0700 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 0700 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 0800 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 0800 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 0800 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 0800 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 0900 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 1000 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 18MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.75 1.56 3.72 3.72 0.000004 0.03 27.4 17.44 0 618 18MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.72 1.56 3.76 3.76 0.000003 0.03 28.1 17.63 0 618 18MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 108 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 618 18MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.76 1.56 3.8 3.8 0.000003 0.03 28.81 17.82 0 618 18MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.8 1.56 3.84 3.84 0.000003 0.03 29.53 18.01 0 618 18MAY2024 1700 24ft_Bridge_TypTide+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -1.11 1.56 3.88 3.88 0.000006 -0.04 30.23 18.19 0 618 18MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.25 1.56 3.9 3.9 0 0.01 30.61 18.29 0 618 18MAY2024 1900 24ft_Bridge_TypTide+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -0.12 1.56 3.89 3.89 0 0 30.43 18.24 0 618 18MAY2024 2000 24ft_Bridge_TypTide+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -0.11 1.56 3.86 3.86 0 0 29.89 18.1 0 618 18MAY2024 2100 24ft_Bridge_TypTide+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 1.45 1.56 3.82 3.82 0.000012 0.05 29.2 17.92 0.01 618 18MAY2024 2200 24ft_Bridge_TypTide+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 1.12 1.56 3.77 3.77 0.000008 0.04 28.3 17.68 0.01 618 18MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 18MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.11 1.56 3.73 3.73 0 0 27.57 17.49 0 618 19MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 19MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 19MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 618 19MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.22 1.56 3.7 3.7 0 0.01 27.05 17.35 0 0 Max WS 24ft_Bridge_TypTide+Baseflow -5.01 2.4 3.9 2.58 3.9 0.000001 -0.03 379.88 474.47 0 0 Max WS 24ft_Bridge_10%Surge+Baseflow -28.4 2.4 7 2.78 7 0 -0.03 2341 690.29 0 0 Max WS 24ft_Bridge_4%Surge+Baseflow -14.7 2.4 8.12 2.69 8.12 0 -0.01 3129.1 713.9 0 0 Max WS 24ft_Bridge_2%Surge+Baseflow -61.6 2.4 9 2.93 9 0 -0.04 3761.4 725.46 0 0 15MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.47 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.47 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.47 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.47 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 15MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 15MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 15MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 15MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 15MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 15MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 15MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 15MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 15MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 15MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 109 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 15MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 15MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 15MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 15MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 15MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 15MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 15MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 15MAY2024 1800 24ft_Bridge_4%Surge+Baseflow -82.1 2.4 4.24 3 4.24 0.000055 -0.31 562.07 590.2 0.04 0 15MAY2024 1800 24ft_Bridge_2%Surge+Baseflow -113 2.4 4.43 3.13 4.43 0.000064 -0.36 674.76 595.15 0.05 0 15MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 15MAY2024 1900 24ft_Bridge_10%Surge+Baseflow -56.2 2.4 4.45 2.92 4.45 0.000015 -0.17 686.67 595.55 0.02 0 15MAY2024 1900 24ft_Bridge_4%Surge+Baseflow -149 2.4 5.18 3.19 5.18 0.000026 -0.28 1133.8 632.8 0.03 0 15MAY2024 1900 24ft_Bridge_2%Surge+Baseflow -132 2.4 5.31 3.16 5.31 0.000016 -0.23 1216.3 637.01 0.03 0 15MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 15MAY2024 2000 24ft_Bridge_10%Surge+Baseflow -75.4 2.4 4.94 2.96 4.94 0.00001 -0.16 983.11 619.62 0.02 0 15MAY2024 2000 24ft_Bridge_4%Surge+Baseflow -129 2.4 5.75 3.15 5.75 0.000008 -0.18 1500.5 652.82 0.02 0 15MAY2024 2000 24ft_Bridge_2%Surge+Baseflow -201 2.4 6.15 3.25 6.15 0.000013 -0.25 1764.1 665.43 0.02 0 15MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 15MAY2024 2100 24ft_Bridge_10%Surge+Baseflow -98.8 2.4 5.43 3.06 5.43 0.000008 -0.16 1293.1 642.63 0.02 0 15MAY2024 2100 24ft_Bridge_4%Surge+Baseflow -129 2.4 6.32 3.15 6.32 0.000004 -0.15 1877.6 670.91 0.01 0 15MAY2024 2100 24ft_Bridge_2%Surge+Baseflow -157 2.4 6.86 3.2 6.86 0.000004 -0.15 2244.6 687.05 0.01 0 15MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 15MAY2024 2200 24ft_Bridge_10%Surge+Baseflow -120 2.4 5.97 3.15 5.97 0.000005 -0.16 1644.8 659.38 0.02 0 15MAY2024 2200 24ft_Bridge_4%Surge+Baseflow -156 2.4 6.96 3.2 6.96 0.000003 -0.15 2313.4 689.45 0.01 0 15MAY2024 2200 24ft_Bridge_2%Surge+Baseflow -190 2.4 7.58 3.22 7.58 0.000003 -0.15 2745.7 704.5 0.01 0 15MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 15MAY2024 2300 24ft_Bridge_10%Surge+Baseflow -83.2 2.4 6.37 2.99 6.37 0.000002 -0.09 1911.2 672.74 0.01 0 15MAY2024 2300 24ft_Bridge_4%Surge+Baseflow -131 2.4 7.53 3.16 7.53 0.000001 -0.1 2710.5 703.34 0.01 0 15MAY2024 2300 24ft_Bridge_2%Surge+Baseflow -120 2.4 8.26 3.15 8.26 0.000001 -0.08 3229.1 715.2 0.01 0 16MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 16MAY2024 0000 24ft_Bridge_10%Surge+Baseflow -98.7 2.4 6.78 3.05 6.78 0.000002 -0.1 2189.7 685.13 0.01 0 16MAY2024 0000 24ft_Bridge_4%Surge+Baseflow -88.9 2.4 7.96 3.06 7.96 0 -0.06 3015 712.06 0 0 16MAY2024 0000 24ft_Bridge_2%Surge+Baseflow -122 2.4 8.72 3.15 8.72 0.000001 -0.07 3559.2 720 0.01 0 16MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 2.65 2.4 6.98 2.55 6.98 0 0 2327.2 689.89 0 0 16MAY2024 0100 24ft_Bridge_4%Surge+Baseflow -0.76 2.4 8.12 2.47 8.12 0 0 3129.1 713.9 0 0 16MAY2024 0100 24ft_Bridge_2%Surge+Baseflow -61.3 2.4 8.96 2.93 8.96 0 -0.04 3732.4 724.48 0 0 16MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 56.89 2.4 6.85 2.92 6.85 0 0.06 2237.7 686.81 0 0 16MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 59.6 2.4 7.95 2.93 7.95 0 0.04 3007.9 711.94 0 0 16MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 46.21 2.4 8.82 2.87 8.82 0 0.03 3631.2 721.6 0 0 16MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 16MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 82.15 2.4 6.57 2.97 6.57 0.000001 0.09 2046.4 679.18 0.01 0 16MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 87.99 2.4 7.59 3.06 7.59 0.000001 0.07 2752.8 704.73 0.01 0 16MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 121 2.4 8.45 3.15 8.45 0.000001 0.08 3365.2 716.94 0.01 0 16MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 94.48 2.4 6.16 3.07 6.16 0.000003 0.12 1770.7 665.73 0.01 0 16MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 113.6 2.4 7.08 3.14 7.08 0.000002 0.1 2396.3 691.83 0.01 0 16MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 148.4 2.4 7.96 3.19 7.96 0.000001 0.11 3015 712.06 0.01 0 16MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 0500 24ft_Bridge_10%Surge+Baseflow 76.89 2.4 5.75 2.97 5.75 0.000003 0.11 1500.5 652.82 0.01 0 16MAY2024 0500 24ft_Bridge_4%Surge+Baseflow 123.2 2.4 6.55 3.09 6.55 0.000003 0.13 2032.9 678.6 0.01 0 16MAY2024 0500 24ft_Bridge_2%Surge+Baseflow 158 2.4 7.35 3.2 7.35 0.000002 0.13 2584.3 699.39 0.01 0 16MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 16MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 79.96 2.4 5.31 2.99 5.31 0.000006 0.14 1216.3 637.01 0.02 0 16MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 130.2 2.4 6 3.17 6 0.000006 0.17 1664.6 660.28 0.02 0 16MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 153.3 2.4 6.68 3.19 6.68 0.000004 0.16 2121.3 682.6 0.01 0 16MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 16MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 84.26 2.4 4.82 3.03 4.82 0.000015 0.2 909.24 611.07 0.02 0 16MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 111.5 2.4 5.4 3.13 5.4 0.00001 0.19 1273.8 641.47 0.02 0 16MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 188.8 2.4 5.85 3.22 5.85 0.000016 0.26 1565.9 655.78 0.03 0 16MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 16MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 85.69 2.4 4.1 3.04 4.1 0.000088 0.37 481.58 558.46 0.05 0 16MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 130.6 2.4 4.38 3.16 4.38 0.000097 0.43 645.03 594.09 0.06 0 16MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 166.6 2.4 4.83 3.21 4.83 0.000059 0.39 915.35 611.66 0.05 0 16MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 16MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 5.24 2.4 3.82 2.59 3.82 0.000001 0.03 342.39 463.47 0 0 16MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 8.25 2.4 3.82 2.63 3.82 0.000002 0.05 342.39 463.47 0.01 0 16MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 21.35 2.4 3.82 2.75 3.82 0.000014 0.13 342.39 463.47 0.02 0 16MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 110 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 16MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 16MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 16MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 16MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 16MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 16MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.45 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.45 3.8 0 0 333.15 461.44 0 0 16MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 16MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 16MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 16MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 16MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 16MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_10%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_4%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 16MAY2024 1900 24ft_Bridge_2%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 16MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 16MAY2024 2000 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 16MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 16MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 16MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 16MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 16MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 111 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 17MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 17MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 17MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 17MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 17MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.45 3.8 0 0 333.15 461.44 0 0 17MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 17MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 17MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 17MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 1900 24ft_Bridge_10%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 1900 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 1900 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 17MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 2000 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 2000 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 2000 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 17MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 17MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 17MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 17MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 0100 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 0100 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 0100 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 0100 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 0200 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 0200 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 0200 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 0200 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 0300 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 0300 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 0300 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 0300 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 0400 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 0400 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 0400 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 0400 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 0500 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 0500 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 0500 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 0500 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 0600 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 0600 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 0600 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 0600 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 0700 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 0700 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 0700 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 0700 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 0800 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 0800 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 0800 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 0800 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 0900 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 0900 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 0900 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 0900 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 1000 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 1000 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 1000 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 1000 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 1100 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 TABLE C-4 HEC-RAS Unsteady Flow Analysis Results Proposed Alternative 1: 24 foot wide x 6 ft rise Arch Bridge 112 of 141 River Profile Plan Q Min W.S. Crit E.G. E.G. Slope Vel Flow Top Froude Culv Culv ()(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft/s)(ft/s) 0 18MAY2024 1100 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 1100 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 1100 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 1200 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 1200 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 1200 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 1200 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 18MAY2024 1300 24ft_Bridge_TypTide+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 1300 24ft_Bridge_10%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 1300 24ft_Bridge_4%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 1300 24ft_Bridge_2%Surge+Baseflow 0.85 2.4 3.72 2.48 3.72 0 0.01 297.03 440.65 0 0 18MAY2024 1400 24ft_Bridge_TypTide+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 1400 24ft_Bridge_10%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 1400 24ft_Bridge_4%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 1400 24ft_Bridge_2%Surge+Baseflow 0.91 2.4 3.76 2.48 3.76 0 0.01 314.87 451.4 0 0 18MAY2024 1500 24ft_Bridge_TypTide+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 1500 24ft_Bridge_10%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 1500 24ft_Bridge_4%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 1500 24ft_Bridge_2%Surge+Baseflow 0.46 2.4 3.8 2.46 3.8 0 0 333.15 461.44 0 0 18MAY2024 1600 24ft_Bridge_TypTide+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 1600 24ft_Bridge_10%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 1600 24ft_Bridge_4%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 1600 24ft_Bridge_2%Surge+Baseflow 0.31 2.4 3.84 2.46 3.84 0 0 351.68 465.54 0 0 18MAY2024 1700 24ft_Bridge_TypTide+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 1700 24ft_Bridge_10%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 1700 24ft_Bridge_4%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 1700 24ft_Bridge_2%Surge+Baseflow -5.06 2.4 3.88 2.58 3.88 0.000001 -0.03 370.42 471.35 0 0 18MAY2024 1800 24ft_Bridge_TypTide+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 1800 24ft_Bridge_10%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 1800 24ft_Bridge_4%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 1800 24ft_Bridge_2%Surge+Baseflow 0.06 2.4 3.9 2.42 3.9 0 0 379.88 474.47 0 0 18MAY2024 1900 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 1900 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 1900 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 1900 24ft_Bridge_2%Surge+Baseflow 0.45 2.4 3.89 2.45 3.89 0 0 375.14 472.93 0 0 18MAY2024 2000 24ft_Bridge_TypTide+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 2000 24ft_Bridge_10%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 2000 24ft_Bridge_4%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 2000 24ft_Bridge_2%Surge+Baseflow 0.44 2.4 3.86 2.45 3.86 0 0 361.02 468.24 0 0 18MAY2024 2100 24ft_Bridge_TypTide+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 2100 24ft_Bridge_10%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 2100 24ft_Bridge_4%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 2100 24ft_Bridge_2%Surge+Baseflow 5.5 2.4 3.82 2.61 3.82 0.000001 0.03 342.39 463.47 0.01 0 18MAY2024 2200 24ft_Bridge_TypTide+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 2200 24ft_Bridge_10%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 2200 24ft_Bridge_4%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 2200 24ft_Bridge_2%Surge+Baseflow 5.23 2.4 3.77 2.59 3.77 0.000001 0.03 319.4 453.27 0.01 0 18MAY2024 2300 24ft_Bridge_TypTide+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 2300 24ft_Bridge_10%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 2300 24ft_Bridge_4%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 18MAY2024 2300 24ft_Bridge_2%Surge+Baseflow 0.01 2.4 3.73 2.42 3.73 0 0 301.46 443.97 0 0 19MAY2024 0000 24ft_Bridge_TypTide+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 19MAY2024 0000 24ft_Bridge_10%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 19MAY2024 0000 24ft_Bridge_4%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 19MAY2024 0000 24ft_Bridge_2%Surge+Baseflow 0.2 2.4 3.7 2.44 3.7 0 0 288.26 436.39 0 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) Existing_MLLW 5/7/2024 2) Existing_MHHW 5/7/2024 3) Existing_MHHW+SLR 5/7/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - Existing_MHHW+SLR WS 0.2%MHHW - Existing_MHHW WS 0.2%MLLW - Existing_MLLW WS 1%MHHW+SLR - Existing_MHHW+SLR WS 2%MHHW+SLR - Existing_MHHW+SLR WS 1%MHHW - Existing_MHHW WS 1%MLLW - Existing_MLLW WS 20%MLLW - Existing_MLLW WS 20%MHHW - Existing_MHHW WS 10%MHHW - Existing_MHHW WS 4%MHHW - Existing_MHHW WS 2%MHHW - Existing_MHHW WS 2%MLLW - Existing_MLLW WS 100%MHHW+SLR - Existing_MHHW+SLR WS 50%MHHW+SLR - Existing_MHHW+SLR WS 20%MHHW+SLR - Existing_MHHW+SLR WS 10%MHHW+SLR - Existing_MHHW+SLR WS 4%MHHW+SLR - Existing_MHHW+SLR WS 4%MLLW - Existing_MLLW WS 10%MLLW - Existing_MLLW WS 50%MLLW - Existing_MLLW WS 50%MHHW - Existing_MHHW WS 100%MHHW - Existing_MHHW WS 100%MLLW - Existing_MLLW Ground Ineff Bank Sta 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) Existing_MLLW 5/7/2024 2) Existing_MHHW 5/7/2024 3) Existing_MHHW+SLR 5/7/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - Existing_MHHW+SLR WS 0.2%MHHW - Existing_MHHW WS 0.2%MLLW - Existing_MLLW WS 1%MHHW+SLR - Existing_MHHW+SLR WS 2%MHHW+SLR - Existing_MHHW+SLR WS 1%MHHW - Existing_MHHW WS 1%MLLW - Existing_MLLW WS 2%MHHW - Existing_MHHW WS 2%MLLW - Existing_MLLW WS 100%MHHW+SLR - Existing_MHHW+SLR WS 50%MHHW+SLR - Existing_MHHW+SLR WS 20%MHHW+SLR - Existing_MHHW+SLR WS 10%MHHW+SLR - Existing_MHHW+SLR WS 4%MHHW+SLR - Existing_MHHW+SLR WS 4%MHHW - Existing_MHHW WS 4%MLLW - Existing_MLLW WS 10%MHHW - Existing_MHHW WS 10%MLLW - Existing_MLLW WS 20%MHHW - Existing_MHHW WS 20%MLLW - Existing_MLLW WS 50%MLLW - Existing_MLLW WS 50%MHHW - Existing_MHHW WS 100%MHHW - Existing_MHHW WS 100%MLLW - Existing_MLLW Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 -2 0 2 4 6 8 10 12 Bass _River Plan: 1) Existing_MLLW 5/7/2024 2) Existing_MHHW 5/7/2024 3) Existing_MHHW+SLR 5/7/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 100%MHHW+SLR - Existing_MHHW+SLR WS 50%MHHW+SLR - Existing_MHHW+SLR WS 20%MHHW+SLR - Existing_MHHW+SLR WS 10%MHHW+SLR - Existing_MHHW+SLR WS 4%MHHW+SLR - Existing_MHHW+SLR WS 2%MHHW+SLR - Existing_MHHW+SLR WS 1%MHHW+SLR - Existing_MHHW+SLR WS 0.2%MHHW+SLR - Existing_MHHW+SLR WS 100%MHHW - Existing_MHHW WS 50%MHHW - Existing_MHHW WS 20%MHHW - Existing_MHHW WS 10%MHHW - Existing_MHHW WS 4%MHHW - Existing_MHHW WS 2%MHHW - Existing_MHHW WS 1%MHHW - Existing_MHHW WS 0.2%MHHW - Existing_MHHW WS 100%MLLW - Existing_MLLW WS 50%MLLW - Existing_MLLW WS 20%MLLW - Existing_MLLW WS 10%MLLW - Existing_MLLW WS 4%MLLW - Existing_MLLW WS 2%MLLW - Existing_MLLW WS 1%MLLW - Existing_MLLW WS 0.2%MLLW - Existing_MLLW Ground 0 50 100 150 200 250 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) Existing_Mixed 5/7/2024 2) Existing_Mixed+SLR 5/7/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - Existing_Mixed+SLR WS 2%Mixed+SLR - Existing_Mixed+SLR WS 1%Mixed+SLR - Existing_Mixed+SLR WS 0.5%Mixed - Existing_Mixed WS 1%Mixed - Existing_Mixed WS 2%Mixed - Existing_Mixed Ground Ineff Bank Sta 0 50 100 150 200 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) Existing_Mixed 5/7/2024 2) Existing_Mixed+SLR 5/7/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - Existing_Mixed+SLR WS 2%Mixed+SLR - Existing_Mixed+SLR WS 1%Mixed+SLR - Existing_Mixed+SLR WS 0.5%Mixed - Existing_Mixed WS 1%Mixed - Existing_Mixed WS 2%Mixed - Existing_Mixed Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 -2 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) Existing_Mixed 5/7/2024 2) Existing_Mixed+SLR 5/7/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - Existing_Mixed+SLR WS 2%Mixed+SLR - Existing_Mixed+SLR WS 1%Mixed+SLR - Existing_Mixed+SLR WS 0.5%Mixed - Existing_Mixed WS 2%Mixed - Existing_Mixed WS 1%Mixed - Existing_Mixed Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) Existing_TypTide+Baseflow 5/29/2024 2) Existing_10%Surge+Baseflow 5/29/2024 3) Existing_4%Surge+Baseflow 5/29/2024 4) Existing_2%Surge+Baseflow 5/29/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - Existing_2%Surge+Baseflow WS Max WS - Existing_4%Surge+Baseflow WS Max WS - Existing_10%Surge+Baseflow WS Max WS - Existing_TypTide+Baseflow Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) Existing_TypTide+Baseflow 5/29/2024 2) Existing_10%Surge+Baseflow 5/29/2024 3) Existing_4%Surge+Baseflow 5/29/2024 4) Existing_2%Surge+Baseflow 5/29/2024 Culvert US of Weir Rd. Measured diameter in the field is 2.2 ft. Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - Existing_2%Surge+Baseflow WS Max WS - Existing_4%Surge+Baseflow WS Max WS - Existing_10%Surge+Baseflow WS Max WS - Existing_TypTide+Baseflow Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 -2 0 2 4 6 8 10 12 Bass _River Plan: 1) Existing_TypTide+Baseflow 5/29/2024 2) Existing_10%Surge+Baseflow 5/29/2024 3) Existing_4%Surge+Baseflow 5/29/2024 4) Existing_2%Surge+Baseflow 5/29/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS Max WS - Existing_2%Surge+Baseflow WS Max WS - Existing_4%Surge+Baseflow WS Max WS - Existing_10%Surge+Baseflow WS Max WS - Existing_TypTide+Baseflow Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ft_Bridge_MLLW 5/21/2024 2) 24ft_Bridge_MHHW 5/21/2024 3) 24ft_Bridge_MHHW+SLR 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 100%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 0.2%MHHW - 24ft_Bridge_MHHW WS 0.2%MLLW - 24ft_Bridge_MLLW WS 1%MHHW - 24ft_Bridge_MHHW WS 2%MHHW - 24ft_Bridge_MHHW WS 1%MLLW - 24ft_Bridge_MLLW WS 4%MHHW - 24ft_Bridge_MHHW WS 10%MHHW - 24ft_Bridge_MHHW WS 2%MLLW - 24ft_Bridge_MLLW WS 20%MHHW - 24ft_Bridge_MHHW WS 50%MHHW - 24ft_Bridge_MHHW WS 100%MHHW - 24ft_Bridge_MHHW WS 4%MLLW - 24ft_Bridge_MLLW WS 10%MLLW - 24ft_Bridge_MLLW WS 20%MLLW - 24ft_Bridge_MLLW WS 50%MLLW - 24ft_Bridge_MLLW WS 100%MLLW - 24ft_Bridge_MLLW Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ft_Bridge_MLLW 5/21/2024 2) 24ft_Bridge_MHHW 5/21/2024 3) 24ft_Bridge_MHHW+SLR 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 100%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 0.2%MHHW - 24ft_Bridge_MHHW WS 0.2%MLLW - 24ft_Bridge_MLLW WS 1%MHHW - 24ft_Bridge_MHHW WS 2%MHHW - 24ft_Bridge_MHHW WS 1%MLLW - 24ft_Bridge_MLLW WS 4%MHHW - 24ft_Bridge_MHHW WS 10%MHHW - 24ft_Bridge_MHHW WS 2%MLLW - 24ft_Bridge_MLLW WS 20%MHHW - 24ft_Bridge_MHHW WS 50%MHHW - 24ft_Bridge_MHHW WS 100%MHHW - 24ft_Bridge_MHHW WS 4%MLLW - 24ft_Bridge_MLLW WS 10%MLLW - 24ft_Bridge_MLLW WS 20%MLLW - 24ft_Bridge_MLLW WS 50%MLLW - 24ft_Bridge_MLLW WS 100%MLLW - 24ft_Bridge_MLLW Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 Bass _River Plan: 1) 24ft_Bridge_MLLW 5/21/2024 2) 24ft_Bridge_MHHW 5/21/2024 3) 24ft_Bridge_MHHW+SLR 5/21/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 100%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 0.2%MHHW+SLR - 24ft_Bridge_MHHW+SLR WS 100%MHHW - 24ft_Bridge_MHHW WS 50%MHHW - 24ft_Bridge_MHHW WS 20%MHHW - 24ft_Bridge_MHHW WS 10%MHHW - 24ft_Bridge_MHHW WS 4%MHHW - 24ft_Bridge_MHHW WS 2%MHHW - 24ft_Bridge_MHHW WS 1%MHHW - 24ft_Bridge_MHHW WS 0.2%MHHW - 24ft_Bridge_MHHW WS 100%MLLW - 24ft_Bridge_MLLW WS 50%MLLW - 24ft_Bridge_MLLW WS 20%MLLW - 24ft_Bridge_MLLW WS 10%MLLW - 24ft_Bridge_MLLW WS 4%MLLW - 24ft_Bridge_MLLW WS 2%MLLW - 24ft_Bridge_MLLW WS 1%MLLW - 24ft_Bridge_MLLW WS 0.2%MLLW - 24ft_Bridge_MLLW Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ft_Bridge_Mixed 5/21/2024 2) 24ft_Bridge_Mixed+SLR 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 1%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ft_Bridge_Mixed WS 2%Mixed - 24ft_Bridge_Mixed WS 1%Mixed - 24ft_Bridge_Mixed Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ft_Bridge_Mixed 5/21/2024 2) 24ft_Bridge_Mixed+SLR 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 1%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ft_Bridge_Mixed WS 2%Mixed - 24ft_Bridge_Mixed WS 1%Mixed - 24ft_Bridge_Mixed Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ft_Bridge_Mixed 5/21/2024 2) 24ft_Bridge_Mixed+SLR 5/21/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 1%Mixed+SLR - 24ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ft_Bridge_Mixed WS 2%Mixed - 24ft_Bridge_Mixed WS 1%Mixed - 24ft_Bridge_Mixed Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ft_Bridge_10%Surge+Baseflow 5/21/2024 3) 24ft_Bridge_4%Surge+Baseflow 5/21/2024 4) 24ft_Bridge_2%Surge+Baseflow 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ft_Bridge_4%Surge+Baseflow WS Max WS - 24ft_Bridge_2%Surge+Baseflow WS Max WS - 24ft_Bridge_10%Surge+Baseflow WS Max WS - 24ft_Bridge_TypTide+Baseflow Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ft_Bridge_10%Surge+Baseflow 5/21/2024 3) 24ft_Bridge_4%Surge+Baseflow 5/21/2024 4) 24ft_Bridge_2%Surge+Baseflow 5/21/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ft_Bridge_4%Surge+Baseflow WS Max WS - 24ft_Bridge_2%Surge+Baseflow WS Max WS - 24ft_Bridge_10%Surge+Baseflow WS Max WS - 24ft_Bridge_TypTide+Baseflow Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 Bass _River Plan: 1) 24ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ft_Bridge_10%Surge+Baseflow 5/21/2024 3) 24ft_Bridge_4%Surge+Baseflow 5/21/2024 4) 24ft_Bridge_2%Surge+Baseflow 5/21/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ft_Bridge_2%Surge+Baseflow WS Max WS - 24ft_Bridge_4%Surge+Baseflow WS Max WS - 24ft_Bridge_10%Surge+Baseflow WS Max WS - 24ft_Bridge_TypTide+Baseflow Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_MLLW 5/29/2024 2) 24ftx8ft_Bridge_MHHW 5/29/2024 3) 24ftx8ft_Bridge_MHHW+SLR 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 100%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 0.2%MHHW - 24ftx8ft_Bridge_MHHW WS 0.2%MLLW - 24ftx8ft_Bridge_MLLW WS 1%MHHW - 24ftx8ft_Bridge_MHHW WS 2%MHHW - 24ftx8ft_Bridge_MHHW WS 1%MLLW - 24ftx8ft_Bridge_MLLW WS 4%MHHW - 24ftx8ft_Bridge_MHHW WS 10%MHHW - 24ftx8ft_Bridge_MHHW WS 2%MLLW - 24ftx8ft_Bridge_MLLW WS 20%MHHW - 24ftx8ft_Bridge_MHHW WS 50%MHHW - 24ftx8ft_Bridge_MHHW WS 100%MHHW - 24ftx8ft_Bridge_MHHW WS 4%MLLW - 24ftx8ft_Bridge_MLLW WS 10%MLLW - 24ftx8ft_Bridge_MLLW WS 20%MLLW - 24ftx8ft_Bridge_MLLW WS 50%MLLW - 24ftx8ft_Bridge_MLLW WS 100%MLLW - 24ftx8ft_Bridge_MLLW Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_MLLW 5/29/2024 2) 24ftx8ft_Bridge_MHHW 5/29/2024 3) 24ftx8ft_Bridge_MHHW+SLR 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 100%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 0.2%MHHW - 24ftx8ft_Bridge_MHHW WS 0.2%MLLW - 24ftx8ft_Bridge_MLLW WS 1%MHHW - 24ftx8ft_Bridge_MHHW WS 2%MHHW - 24ftx8ft_Bridge_MHHW WS 1%MLLW - 24ftx8ft_Bridge_MLLW WS 4%MHHW - 24ftx8ft_Bridge_MHHW WS 10%MHHW - 24ftx8ft_Bridge_MHHW WS 2%MLLW - 24ftx8ft_Bridge_MLLW WS 20%MHHW - 24ftx8ft_Bridge_MHHW WS 50%MHHW - 24ftx8ft_Bridge_MHHW WS 100%MHHW - 24ftx8ft_Bridge_MHHW WS 4%MLLW - 24ftx8ft_Bridge_MLLW WS 10%MLLW - 24ftx8ft_Bridge_MLLW WS 20%MLLW - 24ftx8ft_Bridge_MLLW WS 50%MLLW - 24ftx8ft_Bridge_MLLW WS 100%MLLW - 24ftx8ft_Bridge_MLLW Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_MLLW 5/29/2024 2) 24ftx8ft_Bridge_MHHW 5/29/2024 3) 24ftx8ft_Bridge_MHHW+SLR 5/29/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 100%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 50%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 20%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 10%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 4%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 1%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 0.2%MHHW+SLR - 24ftx8ft_Bridge_MHHW+SLR WS 100%MHHW - 24ftx8ft_Bridge_MHHW WS 50%MHHW - 24ftx8ft_Bridge_MHHW WS 20%MHHW - 24ftx8ft_Bridge_MHHW WS 10%MHHW - 24ftx8ft_Bridge_MHHW WS 4%MHHW - 24ftx8ft_Bridge_MHHW WS 2%MHHW - 24ftx8ft_Bridge_MHHW WS 1%MHHW - 24ftx8ft_Bridge_MHHW WS 0.2%MHHW - 24ftx8ft_Bridge_MHHW WS 100%MLLW - 24ftx8ft_Bridge_MLLW WS 50%MLLW - 24ftx8ft_Bridge_MLLW WS 20%MLLW - 24ftx8ft_Bridge_MLLW WS 10%MLLW - 24ftx8ft_Bridge_MLLW WS 4%MLLW - 24ftx8ft_Bridge_MLLW WS 2%MLLW - 24ftx8ft_Bridge_MLLW WS 1%MLLW - 24ftx8ft_Bridge_MLLW WS 0.2%MLLW - 24ftx8ft_Bridge_MLLW Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ftx8ft_Bridge_Mixed 5/29/2024 2) 24ftx8ft_Bridge_Mixed+SLR 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ftx8ft_Bridge_Mixed WS 1%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 2%Mixed - 24ftx8ft_Bridge_Mixed WS 1%Mixed - 24ftx8ft_Bridge_Mixed Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ftx8ft_Bridge_Mixed 5/29/2024 2) 24ftx8ft_Bridge_Mixed+SLR 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ftx8ft_Bridge_Mixed WS 1%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 2%Mixed - 24ftx8ft_Bridge_Mixed WS 1%Mixed - 24ftx8ft_Bridge_Mixed Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 14 16 Bass _River Plan: 1) 24ftx8ft_Bridge_Mixed 5/29/2024 2) 24ftx8ft_Bridge_Mixed+SLR 5/29/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS 0.5%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 2%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 1%Mixed+SLR - 24ftx8ft_Bridge_Mixed+SLR WS 0.5%Mixed - 24ftx8ft_Bridge_Mixed WS 2%Mixed - 24ftx8ft_Bridge_Mixed WS 1%Mixed - 24ftx8ft_Bridge_Mixed Ground 0 50 100 150 200 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ftx8ft_Bridge_10%Surge+Baseflow 5/29/2024 3) 24ftx8ft_Bridge_4%Surge+Baseflow 5/29/2024 4) 24ftx8ft_Bridge_2%Surge+Baseflow 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ftx8ft_Bridge_2%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_4%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_10%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_TypTide+Baseflow Ground Ineff Bank Sta 0 50 100 150 200 250 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ftx8ft_Bridge_10%Surge+Baseflow 5/29/2024 3) 24ftx8ft_Bridge_4%Surge+Baseflow 5/29/2024 4) 24ftx8ft_Bridge_2%Surge+Baseflow 5/29/2024 Proposed 24-ft span bridge Station (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ftx8ft_Bridge_2%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_4%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_10%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_TypTide+Baseflow Ground Ineff Bank Sta 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 14 Bass _River Plan: 1) 24ftx8ft_Bridge_TypTide+Baseflow 5/29/2024 2) 24ftx8ft_Bridge_10%Surge+Baseflow 5/29/2024 3) 24ftx8ft_Bridge_4%Surge+Baseflow 5/29/2024 4) 24ftx8ft_Bridge_2%Surge+Baseflow 5/29/2024 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS Max WS - 24ftx8ft_Bridge_2%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_4%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_10%Surge+Baseflow WS Max WS - 24ftx8ft_Bridge_TypTide+Baseflow Ground Tighe&Bond ATTACHMENT D Scour Results Page 1 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Riverine during MLLW tide Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 690 HEC-RAS XS2 687 Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)0.29 1.75 0.33 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)0.29 1.75 0.33 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)0.34 1.78 0.34 Flow at XS 1 Q1 (ft3/s)0.1 13.68 0.11 Flow at XS 2 Q2 (ft3/s)0.14 13.66 0.1 Top Width at XS1 W1 (ft)2.33 14.2 2.08 Top Width at XS2 W2 (ft)2.47 13.8 1.8 Unit Discharge at XS1 q1 (ft2/s)0.04 0.96 0.05 Unit Discharge at XS2 q2 (ft2/s)0.06 0.99 0.06 Velocity at XS1 V1 (ft/s)0.15 0.55 0.16 Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.15 0.55 0.16 Energy Grade Line at XS1 S1 (ft/ft)0.000141 0.000141 0.000141 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)0.29 1.75 0.33 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.15 0.55 0.16 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)0.899 1.323 0.919 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during a typical tidal cycle, the 25- Tighe&Bond <- Calculate for "live-bed" and for "clear-water Open-Bottom Culvert" Page 2 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Riverine during MLLW tide Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Input: LOB CHANNEL ROB Q2 (ft3/s)0.14 13.66 0.1 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)2.47 13.8 1.8 <- based on HEC-RAS y0 (ft)0.34 1.78 0.34 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.072306901 0.779277307 0.071075436 yc(ft)0.078401924 0.84496555 0.077066654 <- flow depth including scour (clear-water eqn. 8.6) Output: ys (ft)-0.2677 -1.0007 -0.2689 Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -0.2677 -1.0007 -0.2689 (feet) Take Live-Bed where applicable and Clear-Water Scour where applicable. Clear-Water Contraction Scour Page 3 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Riverine during MLLW tide Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)0.34 0.34 SBR 3.82 6.76 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)0.11 total area XS 1 (ft2)0.69 total area XS 2 (ft2)0.61 velocity XS 1 (ft/s)0.16 velocity XS 2 (ft/s)0.18 LOB CHANNEL ROB q1 (ft2/s)0.046231884 0.278985507 0.052608696 <- Unit Discharge at XS1 q2 (ft2/s)0.061311475 0.320983607 0.061311475 <- Unit Discharge at XS2 q2/q1 1.33 1.15 1.17 y0 (ft)0.34 1.78 0.34 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 αA 2.6 2.6 2.6 <- From NCHRP Figures yc 0.078 0.845 0.077 Intermediate Calcs: ymax 0.20 2.20 0.20 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: -0.1 0.4 -0.1 <- abutment scour + Contraction Scour Total Anticipated Scour Total Scour 0.4 feet <- Look up figure in Section 8.6.3 of HEC-18. Figure selection based on sediment conditions ("live bed" or "clear water") and abutment type ("spill through" or "wingwall") <- flow depth including scour (live-bed eqn. 8.5 or clear-water eqn. 8.6) <- Methdology outlined on page 8.16 of HEC-18 where SBR is greater than 5 for one abutment Page 4 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 16MAY2024 0600 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 690 HEC-RAS XS2 687 Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)1.38 4.05 1.08 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)1.38 4.05 1.08 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)1.48 4.08 1.49 Flow at XS 1 Q1 (ft3/s)6.52 44.03 4.46 Flow at XS 2 Q2 (ft3/s)6 44.88 4.15 Top Width at XS1 W1 (ft)13.78 14.2 11.96 Top Width at XS2 W2 (ft)11.04 13.8 7.7 Unit Discharge at XS1 q1 (ft2/s)0.47 3.10 0.37 Unit Discharge at XS2 q2 (ft2/s)0.54 3.25 0.54 Velocity at XS1 V1 (ft/s)0.34 0.77 0.35 Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.34 0.77 0.35 Energy Grade Line at XS1 S1 (ft/ft)0.000089 0.000089 0.000089 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Tighe&Bond Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during a typical tidal cycle, the 25- Page 5 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 16MAY2024 0600 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)1.38 4.05 1.08 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.34 0.77 0.35 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)1.166 1.521 1.119 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Input: LOB CHANNEL ROB Q2 (ft3/s)6 44.88 4.15 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)11.04 13.8 7.7 <- based on HEC-RAS y0 (ft)1.48 4.08 1.49 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.501973382 2.160199552 0.498395041 yc(ft)0.544286624 2.342290974 0.540406651 <- flow depth including scour (clear-water eqn. 8.6) Output: ys (ft)-0.9780 -1.9198 -0.9916 Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -0.9780 -1.9198 -0.9916 (feet) Clear-Water Contraction Scour Take Live-Bed where applicable and Clear-Water Scour where applicable. <- Calculate for "live-bed" and for "clear-water Open-Bottom Culvert" Page 6 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 16MAY2024 0600 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)1.48 1.49 SBR 0.88 1.54 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)55 total area XS 1 (ft2)57.51 total area XS 2 (ft2)56.31 velocity XS 1 (ft/s)0.96 velocity XS 2 (ft/s)0.98 LOB CHANNEL ROB q1 (ft2/s)1.320010433 3.873943662 1.033051643 <- Unit Discharge at XS1 q2 (ft2/s)1.445832001 3.985807139 1.455601137 <- Unit Discharge at XS2 q2/q1 1.10 1.03 1.41 y0 (ft)1.48 4.08 1.49 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 <- based on live-bed/clear water and abutment type yc 0.544 2.342 0.540 <- flow depth including scour (maximum ymax or y2) αA 2.6 2.2 2.4 <- From NCHRP Figures Intermediate Calcs: ymax 1.42 5.15 1.30 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: -0.1 1.1 -0.2 <- abutment scour + Contraction Scour Pressure Scour ys = y2 + t – hb Channel Stagnation Line/High Chord 10.7 WSEL XS1 8.1 Channel Bottom XS 1 1.69 hue, ft 9.0 hu, ft 6.4 Q, cfs 55 Que, cfs 55 Channel Bottom XS2 1.64 WSEL XS2 8.1 Low steel 732 hb, ft 730.4 ht, ft -723.9 T, ft -721.3 hw, ft 0.0 t, ft -2423.3 y2, ft 2.2 ys, ft 0.0 Total Anticipated Scour Total Scour 1.1 feet Parameter <- Methdology outlined on page 8.16 of HEC-18 where SBR is less than 5 for both abutments Page 7 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 618 (Downstream of Bridge) HEC-RAS XS2 632 (Downstream of Bridge) Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)1.14 5.04 1.84 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)1.14 5.04 1.84 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)1.38 4.88 1.25 Flow at XS 1 Q1 (ft3/s)23.28 40.8 1.22 *These are negative flows in HEC-RAS Flow at XS 2 Q2 (ft3/s)0.24 64.43 0.19 *These are negative flows in HEC-RAS Top Width at XS1 W1 (ft)302.28 14.8 8.24 Top Width at XS2 W2 (ft)1.58 15.4 1.95 Unit Discharge at XS1 q1 (ft2/s)0.08 2.76 0.15 Unit Discharge at XS2 q2 (ft2/s)0.15 4.18 0.10 Velocity at XS1 V1 (ft/s)0.07 0.55 0.08 *These are negative velocities in HEC-RAS Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.07 0.55 0.08 Energy Grade Line at XS1 S1 (ft/ft)0.000034 0.000034 0.000034 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)1.14 5.04 1.84 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.07 0.55 0.08 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)1.129 1.578 1.223 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Tighe&Bond Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during a typical tidal cycle, the 25- <- Calculate for "live-bed" and for "clear-water Open-Bottom Culvert" Page 8 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Input: LOB CHANNEL ROB Q2 (ft3/s)0.24 64.43 0.19 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)1.58 15.4 1.95 <- based on HEC-RAS y0 (ft)1.38 4.88 1.25 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.168322582 2.680771861 0.115041649 yc(ft)0.182511131 2.906744299 0.124738947 <- flow depth including scour (clear-water eqn. 8.6) Output: ys (ft)-1.2117 -2.1992 -1.1350 Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -1.2117 -2.1992 -1.1350 (feet) Clear-Water Contraction Scour Take Live-Bed where applicable and Clear-Water Scour where applicable. Page 9 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 25-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)1.38 1.25 SBR 0.94 1.84 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)65 total area XS 1 (ft2)74.55 total area XS 2 (ft2)75.21 velocity XS 1 (ft/s)0.88 velocity XS 2 (ft/s)0.87 LOB CHANNEL ROB q1 (ft2/s)0.998551308 2.76 1.611696848 <- Unit Discharge at XS1 q2 (ft2/s)1.198165138 4.18 1.085294509 <- Unit Discharge at XS2 q2/q1 1.20 1.52 0.67 y0 (ft)1.38 4.88 1.25 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 <- based on live-bed/clear water and abutment type yc 0.183 2.907 0.125 <- flow depth including scour (maximum ymax or y2) αA 2.6 2.4 1.6 <- From NCHRP Figures Intermediate Calcs: ymax 0.47 6.98 0.20 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: -0.9 2.1 -1.1 <- abutment scour + Contraction Scour Pressure Scour ys = y2 + t – hb Channel Stagnation Line/High Chord 10.7 WSEL XS1 8.1 Channel Bottom XS 1 1.69 hue, ft 9.0 hu, ft 6.4 Q, cfs 65 Que, cfs 65 Channel Bottom XS2 1.64 WSEL XS2 8.1 Low steel 7.3 hb, ft 5.7 ht, ft 0.8 T, ft 3.4 hw, ft 0.0 t, ft 1.8 y2, ft 2.7 ys, ft 0.0 Total Anticipated Scour Total Scour 2.1 feet Parameter <- Methdology outlined on page 8.16 of HEC-18 where SBR is less than 5 for both abutments Page 10 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-Year Riverine at MLLW Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 690 HEC-RAS XS2 687 Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)0.3 1.77 0.35 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)0.3 1.77 0.35 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)0.35 1.8 0.35 Flow at XS 1 Q1 (ft3/s)0.15 17.89 0.16 Flow at XS 2 Q2 (ft3/s)0.19 17.87 0.14 Top Width at XS1 W1 (ft)2.41 14.2 2.14 Top Width at XS2 W2 (ft)2.55 13.8 1.85 Unit Discharge at XS1 q1 (ft2/s)0.06 1.26 0.07 Unit Discharge at XS2 q2 (ft2/s)0.07 1.29 0.08 Velocity at XS1 V1 (ft/s)0.2 0.71 0.22 Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.2 0.71 0.22 Energy Grade Line at XS1 S1 (ft/ft)0.000231 0.000231 0.000231 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during the 25- and 50-year coastal Tighe&Bond ⁄⁄ Page 11 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-Year Riverine at MLLW Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)0.3 1.77 0.35 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.2 0.71 0.22 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)0.904 1.325 0.928 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Input: LOB CHANNEL ROB Q2 (ft3/s)0.19 17.87 0.14 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)2.55 13.8 1.85 <- based on HEC-RAS y0 (ft)0.35 1.8 0.35 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.091409889 0.98106592 0.092634508 Output: ys (ft)-0.2586 -0.8189 -0.2574 yc(ft)0.099115176 1.063763691 0.100443023 <- flow depth including scour (clear-water eqn. 8.6) Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -0.2586 -0.8189 -0.2574 (feet) Clear-Water Contraction Scour Take Live-Bed where applicable and Clear-Water Scour where applicable. <- Calculate for "live-bed" Page 12 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-Year Riverine at MLLW Flow Direction: Upstream to Downstream (Upland/riverine flow) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)0.84 0.84 SBR 1.55 2.74 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)18 total area XS 1 (ft2)25.13 total area XS 2 (ft2)24.84 velocity XS 1 (ft/s)0.72 velocity XS 2 (ft/s)0.73 LOB CHANNEL ROB q1 (ft2/s)0.217270195 1.28189415 0.253481894 <- Unit Discharge at XS1 q2 (ft2/s)0.256441224 1.31884058 0.256441224 <- Unit Discharge at XS2 q2/q1 1.18 1.03 1.01 y0 (ft)0.35 1.8 0.35 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 αA 2.6 2.2 2 <- From NCHRP Figures yc 0.099 1.064 0.100 Intermediate Calcs: 0.099115176 1.063763691 0.100443023 ymax 0.26 2.34 0.20 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: -0.1 0.5 -0.1 <- abutment scour + Contraction Scour Total Anticipated Scour Total Scour 0.5 feet <- Look up figure in Section 8.6.3 of HEC-18. Figure selection based on sediment conditions ("live bed" or "clear water") and abutment type ("spill through" or "wingwall") <- flow depth including scour (live-bed eqn. 8.5 or clear-water eqn. 8.6) <- Methdology outlined on page 8.16 of HEC-18 where SBR is less than 5 for both abutments Page 13 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 16MAY2024 0700 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 690 HEC-RAS XS2 687 Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)1.32 3.93 1.17 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)1.32 3.93 1.17 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)1.42 3.96 1.43 Flow at XS 1 Q1 (ft3/s)9.03 65.29 6.2 Flow at XS 2 Q2 (ft3/s)8.34 66.42 5.77 Top Width at XS1 W1 (ft)13.16 14.2 9.92 Top Width at XS2 W2 (ft)10.56 13.8 7.39 Unit Discharge at XS1 q1 (ft2/s)0.69 4.60 0.63 Unit Discharge at XS2 q2 (ft2/s)0.79 4.81 0.78 Velocity at XS1 V1 (ft/s)0.52 1.17 0.54 Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.52 1.17 0.54 Energy Grade Line at XS1 S1 (ft/ft)0.000216 0.000216 0.000216 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Tighe&Bond Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during a typical tidal cycle, the 25- ⁄⁄ Page 14 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 16MAY2024 0700 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)1.32 3.93 1.17 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.52 1.17 0.54 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)1.157 1.514 1.134 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Input: LOB CHANNEL ROB Q2 (ft3/s)8.34 66.42 5.77 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)10.56 13.8 7.39 <- based on HEC-RAS y0 (ft)1.42 3.96 1.43 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.691531677 3.022866963 0.68478057 yc(ft)0.749823508 3.277675896 0.742503324 <- flow depth including scour (clear-water eqn. 8.6) Output: ys (ft)-0.7285 -0.9371 -0.7452 Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -0.7285 -0.9371 -0.7452 (feet) Clear-Water Contraction Scour Take Live-Bed where applicable and Clear-Water Scour where applicable. <- Calculate for "live-bed" and for "clear-water Open-Bottom Culvert" Page 15 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name:Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 16MAY2024 0700 Flow Direction: Upstream to Downstream (Recession of coastal surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)1.42 1.43 SBR 0.92 1.61 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)81 total area XS 1 (ft2)55.78 total area XS 2 (ft2)54.61 velocity XS 1 (ft/s)1.44 velocity XS 2 (ft/s)1.47 LOB CHANNEL ROB q1 (ft2/s)1.905457153 5.673065615 1.688927931 <- Unit Discharge at XS1 q2 (ft2/s)2.093726424 5.838842703 2.108470976 <- Unit Discharge at XS2 q2/q1 1.10 1.03 1.25 y0 (ft)1.42 3.96 1.43 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 <- based on live-bed/clear water and abutment type yc 0.750 3.278 0.743 <- flow depth including scour (maximum ymax or y2) αA 2.5 2.2 2.6 <- From NCHRP Figures Intermediate Calcs: ymax 1.87 7.21 1.93 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: 0.5 3.3 0.5 <- abutment scour + Contraction Scour Pressure Scour ys = y2 + t – hb Channel Stagnation Line/High Chord 10.7 WSEL XS1 9 Channel Bottom XS 1 1.69 hue, ft 9.0 hu, ft 7.3 Q, cfs 80.5 Que, cfs 81 Channel Bottom XS2 1.64 WSEL XS2 9 Low steel 7.2 hb, ft 5.6 ht, ft 1.8 T, ft 3.5 hw, ft 0.0 t, ft 2.0 y2, ft 3.0 ys, ft 0.0 Total Anticipated Scour Total Scour 3.3 feet Parameter <- Methdology outlined on page 8.16 of HEC-18 where SBR is less than 5 for both abutments Page 16 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS1 618 (Downstream of Bridge) HEC-RAS XS2 632 (Downstream of Bridge) Data Input (Constants from HEC-18 manual) Description Item LOB CHANNEL ROB Constant for Critical Velocity Calculation (English Units) Ku (crit)11.17 11.17 11.17 Constant for Clear- Water Scour Calculations (English Units) Ku (CW-cont.)0.0077 0.0077 0.0077 Constant for Open Bottom Culvert Contraction Scour Calc Ku (Open-Bottom)0.84 0.84 0.84 Hydraulic Depth at XS 1 y1 (ft)1.75 5.66 2.14 Hydraulic Depth at XS 1 (for Critical Velocity Calculation) y (ft)1.75 5.66 2.14 Hydraulic Depth at XS 2 Prior to Scour y0 (ft)1.38 4.88 1.25 Flow at XS 1 Q1 (ft3/s)38.98 40.26 1.51 *These are negative flows in HEC-RAS Flow at XS 2 Q2 (ft3/s)0.43 79.43 0.35 *These are negative flows in HEC-RAS Top Width at XS1 W1 (ft)305.66 14.8 9.67 Top Width at XS2 W2 (ft)1.99 15.4 7.67 Unit Discharge at XS1 q1 (ft2/s)0.13 2.72 0.16 Unit Discharge at XS2 q2 (ft2/s)0.22 5.16 0.05 Velocity at XS1 V1 (ft/s)0.07 0.48 0.07 *These are negative velocities in HEC-RAS Velocity at XS1 (For Critical Scour Equation V is V1) V (ft/s)0.07 0.48 0.07 Energy Grade Line at XS1 S1 (ft/ft)0.000022 0.000022 0.000022 D50 from Sieve Analysis D50 (mm) 0.2952 0.3826 0.2952 D50 from Sieve Analysis with Conversion from mm to ft D50 (ft)0.000968256 0.001254928 0.000968256 Tighe&Bond Notes (1) Governing storms are 25-year for Scour Design and 50-Year for Scour Check (based on Table 1.3.4-1 in the MassDOT LRFD Bridge Manual. (2) for scour at open-bottom culverts, refer to HEC-18 for equations (3) left bank and right bank defined from looking downstream (4) The road-stream crossing is located along a tidally influenced stream. Therefore, scour was estimated during a typical tidal cycle, the 25- ⁄⁄ Page 17 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Critical Velocity Input: LOB CHANNEL ROB Ku (crit)11.17 11.17 11.17 <- constant English units y (ft)1.75 5.66 2.14 <- hydraulic depth from HEC-RAS upstream cross section D50 (ft)0.000968256 0.001254928 0.000968256 <- based on sieve analysis V (ft/s)0.07 0.48 0.07 <- mean channel velocity in HEC-RAS Output: Vc (ft/s)1.213 1.608 1.254 Clear-Water ?? YES YES YES Live-Bed ?? NO NO NO Contraction Scour Equations Clear-Water Clear-Water Clear-Water Input: LOB CHANNEL ROB Q2 (ft3/s)0.43 79.43 0.35 D50 (ft)0.000968256 0.001254928 0.000968256 Dm (ft)0.00121032 0.00156866 0.00121032 <- calculated based on D50 W2 (ft)1.99 15.4 7.67 <- based on HEC-RAS y0 (ft)1.38 4.88 1.25 <- based on HEC-RAS Ku (CW-cont.)0.0077 0.0077 0.0077 <- constant Intermediate Calcs: y2 (ft)0.227686729 3.207532629 0.060044405 yc(ft)0.246879308 3.477907732 0.065105776 <- flow depth including scour (clear-water eqn. 8.6) Output: ys (ft)-1.1523 -1.6725 -1.1900 Left Bank Channel Right Bank TOTAL CONTRACTION SCOUR ESTIMATED: -1.1523 -1.6725 -1.1900 (feet) <- Calculate for "live-bed" and for "clear-water Open-Bottom Culvert" Clear-Water Contraction Scour Take Live-Bed where applicable and Clear-Water Scour where applicable. Page 18 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Page 19 SCOUR ANALYSIS - CONTRACTION SCOUR & ABUTMENT SCOUR Proposed 24' wide Bridge with 6' rise Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50-year Coastal Surge at 15MAY2024 2200 Flow Direction: Downstream to Upstream (Coastal Surge) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge Tighe&Bond Abutment Scour Set-Back-Ratio (SBR)= set-back length/average channel flow depth LOB ROB set-back length (ft)1.3 2.3 average channel flow depth (ft)1.38 1.25 SBR 0.94 1.84 <- Set Back Ratio <5, therefore use total flow to compute q1/q2 in the channel Input: total flow (ft3/s)81 total area XS 1 (ft2)83.74 total area XS 2 (ft2)84.76 velocity XS 1 (ft/s)0.96 velocity XS 2 (ft/s)0.95 LOB CHANNEL ROB q1 (ft2/s)1.687514927 2.72 2.063589682 <- Unit Discharge at XS1 q2 (ft2/s)1.314712128 5.16 1.190862435 <- Unit Discharge at XS2 q2/q1 0.78 1.90 0.58 y0 (ft)1.38 4.88 1.25 <- based on HEC-RAS NCHRP Figure 8.12 8.12 8.12 <- based on live-bed/clear water and abutment type yc 0.247 3.478 0.065 <- flow depth including scour (maximum ymax or y2) αA 1 2 1 <- From NCHRP Figures Intermediate Calcs: ymax 0.25 6.96 0.07 Output: Left Bank (check) Channel + Bank Right Bank (check) TOTAL CONTRACTION + ABUTMENT SCOUR ESTIMATED: -1.1 2.1 -1.2 <- abutment scour + Contraction Scour Pressure Scour ys = y2 + t – hb Channel Stagnation Line/High Chord 10.7 WSEL XS1 9 Channel Bottom XS 1 1.69 hue, ft 9.0 hu, ft 7.3 Q, cfs 80.5 Que, cfs 81 Channel Bottom XS2 1.64 WSEL XS2 9 Low steel 7.2 hb, ft 5.6 ht, ft 1.8 T, ft 3.5 hw, ft 0.0 t, ft 2.0 y2, ft 3.2 ys, ft 0.0 Total Anticipated Scour Total Scour 2.1 feet Parameter <- Methdology outlined on page 8.16 of HEC-18 where SBR is less than 5 for both abutments Page 1 SCOUR ANALYSIS - LONG-TERM AGGREGATION/DEGRADATION QUALITATIVE AND QUANTITATIVE APPROACHES Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: Typical Tide with Baseflow at 15MAY2024 0900 Flow Direction: Upstream to Downstream (Typical Tide) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS: 687 HEC-20 (6.26)Level 1 (Qualitative Geomorphic Analyses) Direct Evidence Dams/Reservoirs Upstream/Downstream ? Changes in Watershed Land-Use ? Channelization Cutoffs of Meander Bends (natural or manmade) Changes in Downstream Hydraulic Control Diversions of Water In/Out of Stream HEC-20 (6.26)Level 2 (Basic Engineering Analyses) Watershed Sediment Yield Incipient Motion Armoring Rating Curve Shifts HEC-20 (6.26)Level 3 (Mathematical or Physical Modeling Studies) Sediment Transport/Routing Modeling Based on project size, Level 1 and 2 analyses, this was not performed. No Data Available Dams N/A Culvert N/A (Assumed None) No data Available Yes (See Below) Yes (See Below) Rocks (Assumed None) Mill Pond downstream of culvert Urbanization Not Significant Deforestation Not Significant Increased Impervious Not Significant (No Data) (No Data) Exposed Bridge Foundations N/A Channel Banks Failing Due to Excessive Height (No Data) Comparison of Reference Reach Cross sections (No Data) Tighe&Bond Notes (1) Assume long term degradation / aggradation only occurring in main channel. (2) Qualitative and Quantitative analyses below reference HEC-20 FHWA approach Land-Use Change? No - drainage area continues to be primary forested/residential Exposed Utility Crossings Buried water main above culvert Page 2 SCOUR ANALYSIS - LONG-TERM AGGREGATION/DEGRADATION QUALITATIVE AND QUANTITATIVE APPROACHES Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: Typical Tide with Baseflow at 15MAY2024 0900 Flow Direction: Upstream to Downstream (Typical Tide) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS: 687 Tighe&Bond Incipient Diameter Analysis (Performed at XS 687 for a Typical Tide with Baseflow) Input: LOB CHANNEL ROB Q (cfs)0.02 1.77 0.01 V (f/s)0.02 0.07 0.02 y (ft)0.38 1.87 0.39 <- hydraulic depth from HEC-RAS A (ft2)1.08 25.83 0.79 < - Wetted Area (HEC-RAS) W (ft)2.92 14.41 2.18 < - wetted perimeter (HEC-RAS) R (ft)0.369863014 1.792505205 0.362385321 <- area / wetted perimeter (HEC-RAS) D50 (mm)0.3 0.4 0.3 D84 (mm)0.8 1.1 0.8 D50 (ft)0.000968256 0.001254928 0.000968256 D84 (ft)0.002613832 0.003607016 0.002613832 Ku 1.486 1.486 1.486 <- constant n 0.033 0.033 0.033 <- manually enter here, or use the calc below ρ 1.94 1.94 1.94 < Density of water 1.94 slugs/ft3 Intermediate Calcs: ks 0.00915 0.01262 0.00915 < - Based on notes of equation 6.15 3.5 x D84 n 0.01258 0.01314 0.01258 <- est of Manning's n based on D50 , Sturm 2001 n 0.01485 0.01566 0.01485 <- est of Manning's n based on 3.5D84, Sturm 2001 τ0 0.000 0.000 0.000 < - For Sand Size Particles Using Equation 6.14 τ0 0.000 0.000 0.000 < - For Gravel Size Particles or Larger using Equation 6.15 Output: Dc (ft) Sand Size 0.00001 0.00004 0.00001 Sand Size Particles (Equation 6.13) Dc (inch)0.00006 0.00044 0.00006 λ=62.4 Dc (mm)0.00154 0.01114 0.00155 λs=(2.65*62.4) Dc (ft) Gravel and Larger 0.00000002 0.0000001 0.00000002 Gravel Size Particles (Equation 6.13) Dc (inch)0.00000019 0.00000164 0.00000020 λs=2.65*62.4 Dc (mm)0.00000493 0.00004178 0.00000496 Armoring Analysis (Armoring is anticipated to occur) Input: LOB CHANNEL ROB Dc 0.00001 0.00004 0.00001 ya 0.00002 0.00011 0.00002 <- assume armor layer thickness is 3 * Dc Pc 100%100%100% Output: Ys (feet)0.0000 0.0000 0.0000 <- Depth to Armor Layer in Feet > It is expected that the bed would armor after a distance of Ys of degradation Conclusions: Based on the qualitative and quantitative analysis above, it is anticipated that an armor layer would form prior to degredation occuring during a typical tidal cycle. The channel sediment in the area of the culvert will be specified so that the D50 is greater than the critical diameter. >During design flood, hydraulic forces are adequate to transport bed material up to Dc in diameter. The gradation curve indicates the percentage of bed material that is less than or equal to this particle diameter, therefore, 100 - (this percentage) is coarser than the Dc >If more than 5% of the bed material is coarser than Dc, then armoring is possible. See section below <- % of bed material coarser than Dc Page 3 SCOUR ANALYSIS - LONG-TERM AGGREGATION/DEGRADATION QUALITATIVE AND QUANTITATIVE APPROACHES Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50% AEP (2-year) MLLW Flow Direction: Upstream to Downstream (Typical Tide) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS: 687 HEC-20 (6.26)Level 1 (Qualitative Geomorphic Analyses) Direct Evidence Dams/Reservoirs Upstream/Downstream ? Changes in Watershed Land-Use ? Channelization Cutoffs of Meander Bends (natural or manmade) Changes in Downstream Hydraulic Control Diversions of Water In/Out of Stream HEC-20 (6.26)Level 2 (Basic Engineering Analyses) Watershed Sediment Yield Incipient Motion Armoring Rating Curve Shifts HEC-20 (6.26)Level 3 (Mathematical or Physical Modeling Studies) Sediment Transport/Routing Modeling Tighe&Bond Notes (1) Assume long term degradation / aggradation only occurring in main channel. (2) Qualitative and Quantitative analyses below reference HEC-20 FHWA approach Land-Use Change? No - drainage area continues to be primary forested/residential Exposed Utility Crossings Buried water main above culvert Exposed Bridge Foundations N/A Channel Banks Failing Due to Excessive Height (No Data) Comparison of Reference Reach Cross sections (No Data) Rocks (Assumed None) Mill Pond downstream of culvert Urbanization Not Significant Deforestation Not Significant Increased Impervious Not Significant (No Data) (No Data) No Data Available Dams N/A Culvert N/A (Assumed None) No data Available Yes (See Below) Yes (See Below) Based on project size, Level 1 and 2 analyses, this was not performed. Page 4 SCOUR ANALYSIS - LONG-TERM AGGREGATION/DEGRADATION QUALITATIVE AND QUANTITATIVE APPROACHES Bridge/Culvert Name: Weir Road Bridge Town Yarmouth, MA Lat: 41.699242 Long: -70.215886 Storm Size: 50% AEP (2-year) MLLW Flow Direction: Upstream to Downstream (Typical Tide) HEC-RAS Proj: Bass_River HEC-RAS Geom: Proposed_24ft_Bridge HEC-RAS XS: 687 Tighe&Bond Incipient Diameter Analysis (Performed at XS 687 for a Typical Tide with Baseflow) Input: LOB CHANNEL ROB Q (cfs)0.02 2.46 0.02 V (f/s)0.03 0.1 0.03 y (ft)0.32 1.75 0.33 <- hydraulic depth from HEC-RAS A (ft2)0.77 24.21 0.56 < - Wetted Area (HEC-RAS) W (ft)2.47 14.41 1.84 < - wetted perimeter (HEC-RAS) R (ft)0.311740891 1.680083276 0.304347826 <- area / wetted perimeter (HEC-RAS) D50 (mm)0.3 0.4 0.3 D84 (mm)0.8 1.1 0.8 D50 (ft)0.000968256 0.001254928 0.000968256 D84 (ft)0.002613832 0.003607016 0.002613832 Ku 1.486 1.486 1.486 <- constant n 0.033 0.033 0.033 <- manually enter here, or use the calc below ρ 1.94 1.94 1.94 < Density of water 1.94 slugs/ft3 Intermediate Calcs: ks 0.00915 0.01262 0.00915 < - Based on notes of equation 6.15 3.5 x D84 n 0.01258 0.01314 0.01258 <- est of Manning's n based on D50 , Sturm 2001 n 0.01485 0.01566 0.01485 <- est of Manning's n based on 3.5D84, Sturm 2001 τ0 0.000 0.000 0.000 < - For Sand Size Particles Using Equation 6.14 τ0 0.000 0.000 0.000 < - For Gravel Size Particles or Larger using Equation 6.15 Output: Dc (ft) Sand Size 0.00001 0.00008 0.00001 Sand Size Particles (Equation 6.14) Dc (inch)0.00014 0.00091 0.00015 λ=62.4 Dc (mm)0.00367 0.02324 0.00370 λs=(2.65*62.4) Dc (ft) Gravel and Larger 0.000008 0.000044 0.000008 Gravel Size Particles (Equation 6.15) Dc (inch)0.000098 0.000525 0.000099 Dc (mm)0.002488 0.013332 0.002508 Armoring Analysis (Armoring is anticipated to occur) Input: LOB CHANNEL ROB Dc 0.00001 0.00008 0.00001 ya 0.00004 0.00023 0.00004 <- assume armor layer thickness is 3 * Dc Pc 100%100%100% Output: Ys (feet)0.0000 0.0000 0.0000 <- Depth of degradation or scour required to form armor layer. Equation 6.16 > It is expected that the bed would armor after a distance of Ys of degradation Conclusions: Based on the qualitative and quantitative analysis above, it is anticipated that an armor layer would form prior to degredation occuring for the channel forming flow (~2-year storm event). The channel sediment in the area of the culvert will be specified so that the D50 is greater than the critical diameter. >During design flood, hydraulic forces are adequate to transport bed material up to Dc in diameter. The gradation curve indicates the percentage of bed material that is less than or equal to this particle diameter, therefore, 100 - (this percentage) is coarser than the Dc >If more than 5% of the bed material is coarser than Dc, then armoring is possible. See section below <- % of bed material coarser than Dc Tighe&Bond ATTACHMENT E Stone Sizing Results Page 1 of 1 Stone Sizing Calculations - Using HEC-23 Design Guide 18 Rip-rap protection for bottomless culverts Name:Weir Road Bridge Town Yarmouth, MA Lat:41.699242 Long:-70.215886 Storm Size:25-year HEC-RAS Proj:Bass_River HEC-RAS Geom:Proposed_24ft_Bridge HEC-RAS XS Varies, see below Data Input Description Item All Cross Sections Station 687 Station 687 Station 632 Flow Direction Upstream to Downstream Upstream to Downstream Downstream to Upstream Storm Event 25-year Riverine Flow 25-year Coastal Surge 25-year Coastal Surge Kr 0.68 Local Depth of flow, ft y (ft)N/A 1.89 4.06 3.61 Channel cross- sectional average velocity ft/s Vavg (ft/s)N/A 0.52 0.71 0.92 Channel design velocity ft/s Vdes (ft/s)N/A 0.52 0.71 0.92 Specific Gravity of Riprap Sg 2.65 Gravity (ft/s2)g 32.2 Sizing Rock Riprap Based on HEC-23 Equations 18.1 Input:Station 687 Station 687 Station 632 y (ft)1.89 1.89 3.61 Vdes (ft/s)0.52 0.52 0.92 Kr 0.68 0.68 0.68 d50, 𝐹>0.8 0.130 0.130 0.293 d50 (feet)0.13 0.13 0.29 d30 (feet)0.11 0.11 0.24 d50 (inch)1.56 1.56 3.52 d30 (inch)1.30 1.30 2.93 Conclusion: Tighe&Bond Notes (1) Stone sized using methodology outlined in HEC-23 Volume 2 (2) Assume that riprap will be buried 2 feet below the channel bottom upstream of the culvert to reduce scour potential while still allowing for stream habitat. Notes 0.38 from the best fit lab data, 0.68 for design curve Typical Value. Constant A minimum D50 of 4 inches is recommended. Based on HEC-23 Table 4.1 recommend specifications for USACE Class I riprap: - nominal size of 6-inch - MassDOT "Dumped Rip-Rap" has a D50 larger than 6 inches and would be appropriate as a scour contermeasure. 𝑑50 =1.2𝑑30 1.5 <𝑑85 𝑑15 <2.5 (𝑆𝑎𝑟𝑔𝑑𝑡2) 𝑑50 =𝑦𝐾 𝑆𝑠−1 𝑉𝑑𝑑𝑠2 𝑔𝑦 0.33 Tighe&Bond ATTACHMENT F FEMA FIRM Tighe&Bond ATTACHMENT G Bass River Headwaters Restoration 60% Design Report and Drawings prepared by Inter-Fluve, May 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT i Bass River Headwaters Restoration Project, Yarmouth, MA 60% Design Report SUBMITTED TO Friends of the Bass River P.O. Box 303 West Dennis, MA 02670 May 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT ii Bass River Headwaters Restoration Project, Yarmouth, MA 60% Design Report Prepared by: Nick Nelson Reviewed by: May 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT iii Table of Contents 1. Executive Summary .................................................................................................................... v 2. Introduction ...............................................................................................................................1 2.1 Project Goals ................................................................................................................................. 1 2.2 Project Partners ............................................................................................................................ 1 3. Project Area ...............................................................................................................................2 3.1 Project Site .................................................................................................................................... 2 Miss Thatcher’s Pond .................................................................................................... 2 Cranberry Bogs Between Miss Thatcher’s Pond and Weir Road ................................... 6 Weir Road Culvert ......................................................................................................... 8 Cranberry Bogs Between Weir Road and Cheyenne Lane ............................................. 9 Cranberry Bogs Between Cheyenne Land and Mill Pond ............................................ 11 4. Data Collection and Review ...................................................................................................... 12 4.1 Desktop Data Review .................................................................................................................. 12 Land Use/ Land Cover, Geology, and Soils .................................................................. 12 FEMA Studies and Mapping ........................................................................................ 13 Wetlands and Ecology ................................................................................................. 13 Utilities ........................................................................................................................ 13 Infrastructure .............................................................................................................. 13 Recreation ................................................................................................................... 14 Historical/ Cultural Resources ..................................................................................... 14 Climate Change ........................................................................................................... 14 Data Gaps .................................................................................................................... 15 4.2 Field Data Collection ................................................................................................................... 15 Topographic Survey ..................................................................................................... 15 Geomorphic Assessment ............................................................................................. 15 Sand and Peat Characterization .................................................................................. 15 4.3 Site Constraints ........................................................................................................................... 15 5. Sediment Analysis .................................................................................................................... 16 5.1 Due Diligence Review .................................................................................................................. 16 5.2 Sediment Sampling Plan ............................................................................................................. 17 5.3 Laboratory Analysis ..................................................................................................................... 17 5.4 Sediment Management Approach .............................................................................................. 17 6. Hydrologic Analysis .................................................................................................................. 18 6.1 USDA TR-55 Analysis ................................................................................................................... 18 Watershed Characteristics .......................................................................................... 18 Runoff Curve Number .................................................................................................. 20 Time of Concentration ................................................................................................. 20 Results ......................................................................................................................... 21 6.2 Hydraulic Design Criteria ............................................................................................................. 21 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT iv Weir Road Culvert ....................................................................................................... 22 Channel Form .............................................................................................................. 22 Rock Sizing ................................................................................................................... 22 7. Hydraulic Analysis .................................................................................................................... 22 7.1 Methods ...................................................................................................................................... 22 7.2 Existing/Baseline Condition ........................................................................................................ 23 Model Geometry ......................................................................................................... 23 Boundary Conditions ................................................................................................... 23 Roughness Coefficients ............................................................................................... 24 Expansion and Contraction ......................................................................................... 24 Ineffective Flows .......................................................................................................... 24 7.3 Proposed condition ..................................................................................................................... 25 Boundary Conditions ................................................................................................... 25 Weir Road Culvert ....................................................................................................... 26 7.4 Results ......................................................................................................................................... 26 8. Project Design .......................................................................................................................... 28 8.1 Suggest Construction Sequence .................................................................................................. 28 8.2 Site Access and Staging ............................................................................................................... 30 8.3 Dam Removal .............................................................................................................................. 30 8.4 Weir Road Culvert Replacement ................................................................................................. 30 8.5 Channel Form and Habitat .......................................................................................................... 31 Stream Channel Morphology ...................................................................................... 31 Stream Channel Dimensions ....................................................................................... 31 Channel and Bank Stabilization ................................................................................... 32 8.6 Vegetation ................................................................................................................................... 32 8.7 Recreation ................................................................................................................................... 33 9. Engineer’s Opinion of Probable Costs ........................................................................................ 33 10. References ............................................................................................................................ 37 Appendix A – Sediment Analysis Results .................................................................................................. A-1 Appendix B – Hydrology: Technical Supporting Data ................................................................................ B-1 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT v 1. Executive Summary This design report document outlines the approach taken to develop the restoration designs for the headwaters of the Bass River. The sections below describe the data collected, methods used, and data analyzed; the document also summarizes the design elements shown on the design drawings. We have provided a recommended construction sequencing and have described and presented the engineer’s opinion of probable cost. This document is not meant to be used by the construction contractor to construct the work. This document may be used, in whole or in part, to facilitate regulatory review of the restoration project. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 1 2. Introduction The Bass River estuarine system is the longest river on Cape Cod, extending approximately seven miles. Forming the town line between Dennis and Yarmouth, the river is an important waterway for boating, fishing, and swimming. Anthropogenic impacts have degraded the river’s water quality and ecological functioning. Although cranberry bogs in the headwaters were retired over 40 years ago, the headwaters stream remains hydrologically and hydraulicly altered. The Friends of the Bass River and the Town of Yarmouth are looking to return the bogs to ecologically functioning wetlands and restore passage for aquatic organisms. Inter-Fluve began working on feasibility and design concepts in September 2020. Feasibility stage work included: • Meetings o Virtual kickoff meeting with Friends of the Bass River, Town of Yarmouth, Woods Hole Group, Tighe & Bond, and Inter-Fluve on September 8, 2020 o Twice-monthly coordination meetings since October 2020 involving Friends of the Bass River, Town of Yarmouth, Woods Hole Group, Tighe & Bond, and Inter-Fluve • Field data collection programs o Topography and bathymetry surveys: Oct. 13-15, 2020; Nov. 4-5, 2020; Jan. 28-29, 2021 o Sediment sampling: Oct. 13, 2020 • Feasibility analyses o Sediment analysis o Conceptual development This report provides a summary of Inter-Fluve’s work to date and presents the information that forms the basis of the preliminary restoration designs (i.e., 60% design completion level). Our scope is focused on the restoration of stream and wetland function and habitat; road crossings are being designed by Tighe & Bond and some tidal analyses were completed by Woods Hole Group to facilitate the designs for the North Dennis Road crossing downstream of the limits of work for this restoration effort. 2.1 PROJECT GOALS Specific goals of the Bass Headwaters Restoration Project (the Project) are to: • Improve fish passage, with a focus on herring; • Improve water quality through nutrient attenuation and tidal exchange; • Enhance habitat for aquatic organisms; and • Enhance public recreational opportunities. 2.2 PROJECT PARTNERS The Project benefits from the support of the following Project Partners: • Friends of the Bass River (FOBR) – project manager and point of contact; • Town of Yarmouth – property owner; • US EPA Southeast New England Program (SNEP) grant – awarded a grant to FOBR to fund the current design and planning tasks; MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 2 • Woods Hole Group – contracted to the FOBR to conduct tidal analyses; and • Tighe & Bond – contracted to the FOBR to complete culvert and bridge designs at the North Dennis Road and Weir Road crossings. 3. Project Area In this report, we evaluate an area of retired cranberry bogs and an impaired culvert located in the Upper Bass River watershed in Yarmouth, Massachusetts (Figure 1). In the headwaters of the Bass River where the study area is located, the stream is historically known as Hamblin’s Brook. Hamblin’s Brook emerges from groundwater springs north of Route 6 in a series of cranberry bogs upstream of Union Street. Hamblin’s Brook flows through flow-control structures at Union Street and then into Miss Thatcher’s Pond, an impoundment created by a dam and earthen berms as a water supply for the cranberry bogs. The brook leaves Miss Thatcher’s Pond through a fish ladder and then flows under Weir Road and through more retired cranberry bogs before it drains into Mill Pond. 3.1 PROJECT SITE The Project Site is the area available for active construction and staging. The site is owned by the Town of Yarmouth and is located south of Route 6a, north of Route 6, east of Union Street and west of Mill Pond (Figure 1). The area includes approximately 57 acres of retired cranberry bogs and the headwaters of the Bass River historically known as Hamblin’s Brook. Please refer to the accompanying drawings for the cell numbers assigned to each bog and referenced in this report. Miss Thatcher’s Pond Miss Thatcher’s Pond is the upstream extent of the Project Site, with a surface area of approximately 0.8 acre (Figure 2). According to historical records, farmers excavated the wetlands to create a pond they could use as an irrigation source for their cranberry bogs. The pond has a maximum depth of 4 feet and the average depth is approximately 2.5 feet. Miss Thatcher’s Pond is divided into two main components. The southern portion is larger and deeper and was the primary water source for farming. The northern portion was a cranberry bog before being converted to a pond between the 1930s and 1970s. Historical topographic maps from the U.S. Geological Survey show the pond having two outlets: one flows north very close to the location where Hamblin’s Brook enters Miss Thatcher’s Pond and one flows into the project area to the east (Figure 3). The outlet to the north has been abandoned, and we were unable to locate the ditch during the site assessment. Portions of the ditch have been filled in, and houses have been built on top of the fill along Seminole Drive and Starbuck Lane. North of Starbuck Lane, we were able to identify the ditch, but the culvert under the road was not present or likely filled in through road reconstruction and housing development. The fish ladder at the eastern outlet of the northern portion now controls water levels of the pond (Figure 4). The fish ladder consists of a series of boards placed between two concrete slabs that extend 20 feet long. Each step is 3 feet wide. From the fish ladder, the river flows into the first area of cranberry bogs. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 3 According to the Massachusetts Department of Environmental Protection (DEP) Drinking Water Program, Miss Thatcher’s Pond is within a DEP Approved Wellhead Protection Area (Zone II). Miss Thatcher’s Pond is the eastern-most boundary of the protection area, suggesting that Miss Thatcher’s Pond is at a hydrogeologic boundary. Figure 1. Project area location map MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 4 Many areas of Miss Thatcher’s Pond have filled in with organic material and aquatic vegetation, resulting in low levels of dissolved oxygen and elevated water temperatures. Water warmed in Miss Thatcher’s Pond flows downstream, degrading water quality through the rest of the Bass River watershed. While conducting our survey and site assessment, we observed ducks, geese, and swans in Miss Thatcher’s Pond. One resident spoke about large snapping turtles that he observed in the pond. Though no records are available, we assume that warm-water fish species currently live within the pond. Along the northern and eastern edges of Miss Thatcher’s Pond, an earthen berm was created to maintain water levels and separate the pond from Cells 2 and 4. This earthen berm remains intact, though portions of the berm are showing signs of deterioration with erosion around disused flow control structures. Two flow control structures had historically carried water from the pond to the cranberry bogs to the north, but these culverts have filled in and no longer support flow. A former pump house was located on the earthen berm with only a portion of its concrete walls now remaining. Figure 2. Miss Thatcher's Pond MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 5 Figure 3. U.S. Geological Survey topo map of Miss Thatcher's Pond, 1940s. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 6 Figure 4. Miss Thatcher’s Pond outlet and fish ladder Cranberry Bogs Between Miss Thatcher’s Pond and Weir Road Cells 1-4 (refer to the drawings) are defined by a levee that divides Cells 1 & 3 from Cells 2 & 4. The Project Site includes the levee, an adjacent ditch, and the bogs in Cells 1 & 3. The main channel through the bogs runs along the left toe of the levee (looking downstream) in Cell 3 (Figure 5). The main channel has a bottom width that ranges from 7 to 11 feet and a bank height of approximately 1.5 to 3 feet. At certain spots throughout Cell 3, the channel becomes less defined as water spreads throughout the relic side ditches on river left. The water level through Cell 3 is dictated by flow control structures downstream of Weir Road that currently elevate the water. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 7 During the site assessment, we examined portions of the main channel with active flow for an indication of appropriate design channel sizing. Approximately 75 feet downstream of the fish ladder at Miss Thatcher’s Pond, trees have grown close to the channel and roots obscure portions of a nearby ditch leaving an active flow area of approximately 4 feet wide at the top of bank and 1 to 1.5 feet deep (Figure 6). Here, the water moves more swiftly than elsewhere, is close to the top of bank, and has created some scour around the roots. Further downstream where the water spreads into the adjacent vegetation, the active flow appears to be limited to an approximately 4-foot-wide channel between hummocks (Figure 6). Much of the cranberry bog landscape is now a mix of hummocks of vegetation and deep pockets of water. The vegetation in Cells 1 & 3 is a mix of sphagnum moss, shrubs, and red maple saplings over 20 feet in height. In Cells 2 & 4, higher water levels limit woody growth and vegetation is mainly herbaceous, primarily grasses, rushes, sedges, and sphagnum moss. Figure 5. Looking downstream along the top of a levee separating Cells 1 & 3 from Cells 2 & 4. The main channel within the Project Site runs along the left toe of the levee in Cell 3. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 8 Figure 6. Approximately 75 feet downstream of the fish ladder at Miss Thatcher’s Pond, vegetation and roots have constrained the channel to be approximately 4 feet wide at the top of bank (left). Further downstream, the effective flow through the hummocky vegetation is approximately 4 feet wide at the top of bank (right). Weir Road Culvert The Weir Road culvert, a stone masonry box culvert, has partially collapsed. On the downstream side of the road, the existing opening is 3.2 feet wide and 2.5 feet tall. On the upstream side of the road, the existing opening is 1.8 feet wide and 2 feet tall. The weir road crest elevation is 10.7 feet. In addition to its poor physical condition, the culvert restricts flood flows and elevates water levels upstream. Weir Road is classed as an Urban Local Road/ Rural Minor Collector. It mostly serves the residential areas that surround it. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 9 Figure 7. Culvert at Weir Road Cranberry Bogs Between Weir Road and Cheyenne Lane The Project Site downstream of Weir Road consists of another area of retired cranberry bog (Cell 5). Approximately 75 feet downstream of Weir Road, the channel splits in two with flow control structures regulating water elevations in each channel. A straightened ditch conveys a portion of the flows to the northeast, while a more natural-looking sinuous channel conveys water to the northwest. These two channels generally flow north/northeast and under the earthen berm and walkway between Cheyenne Lane and Knollwood Drive. Ditches through Cell 5 currently hold water and historically would have conveyed water from the ditch to the bog platform as needed for farming. The more natural-looking channel ranges in width from 12 to 18 feet and becomes undefined in the middle of this former bog. The levee adjacent to the ditch has been converted into a walking path for public use. The vegetation within Cell 5 has grown substantially since the bogs were abandoned. In the middle of the bog along the main channel, vegetation is primarily shrubs and grass hummocks where water levels are elevated as a result of the undersized and clogged culvert downstream (see below). Elsewhere, mature red maple and pitch pine trees have grown to more 30 feet in height. The lateral MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 10 and perimeter farm ditches remain visible, though many have partially filled in with sphagnum moss. Small patches of the invasive plant Phragmites were observed in the northeastern portion of this bog. At the downstream end of Cell 5, the channel flows through an undersized, 18-inch corrugated metal culvert beneath the earthen berm and walkway between Cheyenne Lane and Knollwood Drive (Figure 8). The culvert is partially filled and restricts flows, increasing the water elevations upstream of the crossing. Figure 8. Looking upstream at the 18-inch corrugated metal pipe under the earthen berm and walkway between Cheyenne Lane and Knollwood Drive MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 11 Cranberry Bogs Between Cheyenne Land and Mill Pond Downstream of the earthen berm between Cheyenne Lane and Knollwood Drive is another former cranberry bog (Cell 6) with a straightened ditch flowing along the southern edge and a more natural stream channel flowing east along the northern and middle portions of the bog. An earthen berm separates the ditch from the bog and is currently used as a walking path. In the southwest corner of the bog, we found remnants of the site’s history as a cranberry farm: Abandoned farm equipment sits partially buried and obscured by vegetation, and mounds of disposed earth from digging out ditches dot the surface (Figure 9). The western portion of the bog has mature trees and understory vegetation, and the eastern portion is made up primarily of woody shrubs and other marshland vegetation. Phragmites has spread through the eastern portion of the marsh. At the eastern end of the bog, an earthen berm separates the wetland from Mill Pond. The channel exits through a gap in this berm with abandoned farm equipment and flow control structures nearby. This portion of the wetland and Mill Pond experience tidal fluctuations. To the south, is another abandoned cranberry bog with wetland vegetation growing throughout (Cell 7). Ditches have filled in with sphagnum moss and other vegetation. In the wetter areas, shrubs and herbaceous plants thrive while maple and pitch pine trees grow in the drier areas. Groundwater from the nearby hillslopes flows through the ditches of this abandoned bog and into Mill Pond under the earthen berm and path. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 12 Figure 9. Abandoned farm equipment and mounds from excavating a farm ditch. 4. Data Collection and Review 4.1 DESKTOP DATA REVIEW We conducted a desktop review of existing data to understand the broader context of the site and restoration project and to identify design constraints and opportunities. Land Use/ Land Cover, Geology, and Soils The headwaters of the Bass River watershed comprise primarily forested and single-family residential areas. The remaining area is forested and non-forested wetlands with some commercial land to the south of Route 6. Residential development throughout the watershed has led to increased nitrogen and nutrient loads to the groundwater and subsequent surface water in Mill Pond and further downstream. No significant sources of industrial or commercial impacts to the soils or water are known except for the chemical use on the former cranberry bogs. We describe the results of our bog soil sampling and testing in Section 5. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 13 The headwaters of the Bass River are near the crest of Cape Cod with the northern part of the Cape draining to Cape Cod Bay, and the south draining to Nantucket Sound. The soils in the headwaters area are a glacially-derived mix of sand and gravel with a high infiltration rate (Group A) and a moderate infiltration rate with a high-water table (Group B/D).1 The soils within the Project Site are made up of Freetown coarse sand spread by farmers over Freetown muck, the organic peat and wetland soils that historically supported peatlands prior to the construction of dams and cranberry farms. FEMA Studies and Mapping The entire study area is within the Coastal AE Flood Zone with a 1% annual chance of flooding due to coastal storm surge. The base flood elevation calculated for this 1% annual chance of inundation is 13 feet (NAVD88) at the mouth of the Bass River at Nantucket Sound and 9 feet in Follins Pond, Mill Pond, and the study area. The effective date of the flood insurance rate map is July 16, 2014 (FEMA, 2014). Wetlands and Ecology The wetlands within the study area that were previously active cranberry bogs are now classified as Shrub Swamp and Deciduous Wooded Swamp by MassDEP and Freshwater/Forested Shrub Wetland and Freshwater Emergent Wetland by the National Wetlands Inventory 2. The proposed work area is not within estimated or priority habitats of rare species and wildlife according to the Natural History and Endangered Species Program (NHESP) 14th Edition Heritage Atlas. The proposed work area is also not within an Area of Critical Environmental Concern or Outstanding Resource Waters. One of the goals of the project is to improve fish passage. Mill Pond and the headwaters of the Bass River were historically known to have large herring runs. By removing the flow control structures and undersized culverts within the study area, fish passage will be restored to headwater aquatic habitat for herring, American eel, and other species. Utilities Overhead electric lines were observed along Weir Road during the survey. We have requested additional utility data from the Town of Yarmouth to supplement our observations. From documents initially received, it appears that a water line is under Weir Road and another utility under the earthen berm between Cells 5 and 6. We are confirming these utility locations and whether additional utilities are located here or elsewhere within the project area. Infrastructure Within the Project Site, infrastructure features include stream crossings and abandoned flow control structures in between the former bogs. In addition, the abandoned concrete foundation of a pump 1 NRCS, SSURGO/STATSGO dataset. 2 http://maps.massgis.state.ma.us/map_ol/oliver.php accessed April 30, 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 14 house remains along the eastern edge of Miss Thatcher’s Pond and a concrete fish ladder is present at the outlet of Miss Thatcher’s Pond. Two stream crossings within the Project Site restrict flow and fish passage: Weir Road and the berm/path crossing farther downstream between Cheyenne Lane and Knollwood Drive. Both will be addressed as a part of the project scope. Recreation The Project Site is currently used by the public for walking and wildlife viewing; however, many of the trails are overgrown and difficult to navigate. The trails are located along the earthen berms created during cranberry farming to separate the bog cells. One of the goals of the project is to enhance recreational opportunities by improving trails and installing other improvements. Historical/ Cultural Resources Prior to European colonization, the Pawkunnawkuts of the Wampanoag nation prospered along the Bass River. Decimated by the early colonizers through disease and fighting, the remaining Pawkunnawkuts sold their land to European farmers in the late 17th century. As villages were established, the river was used to support industry, fishing, and recreation. According to a local historian, there was a mill at the west end of Mill Pond in the 1750s.3 In the 1880s, there was a major herring run that went through the channel at Weir Road. Fish populations in the Upper Bass River dropped after the construction of the railroad bridge downstream of the present Route 6 in 1857. Another major ecological disruption starting in the 1800s was cranberry farming, which led to the sanding, damming, and ditching of the headwaters of the Bass River. Like many cranberry bogs throughout the Cape, the bogs at the Bass River headwaters are now retired. No state-listed historical sites are known to exist within the study area4. However, the project will be reviewed by the Massachusetts Historical Commission who will determine the need for further assessment of historical and archaeological resources. Climate Change The project area is impacted by climate change through increased frequency of higher magnitude storm events, sea level rise, increased air temperatures, and periods of drought. Section 6 describes our hydrologic analyses, including consideration of climate change and sea level rise. Our restoration design approach at the site will aim to help build climate resiliency by incorporating an adaptable stream form that can adjust its size and location over time as the hydrology changes and variable wetland topography to encourage a range of vegetation species. 3 https://us15.campaign-archive.com/?u=7095ce76f601af31d8c3bbd51&id=6c5356a123 4 http://maps.massgis.state.ma.us/map_ol/oliver.php accessed April 30, 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 15 Data Gaps Without long-term stream gage data, little is known about the stream discharge of Hamblin’s Brook in the headwaters of the Bass River. Water level loggers were placed in four locations to begin monitoring stream flows as a part of this study. This data collection effort and results as well as hydrologic analyses using other methodologies are described in Section 6. 4.2 FIELD DATA COLLECTION Topographic Survey We collected topographic and bathymetric survey data on October 13, 14, and 15, 2020 and November 5, 2020 using Real Time Kinematic and Total Station surveying equipment. We captured the hydraulic control features and critical channel elevations starting at Miss Thatcher’s Pond and ending at Mill Pond. Geomorphic Assessment Geomorphologists assessed the project site during the same period as the topographic survey, October 13-15, 2020. We reviewed the channel and wetland conditions, the system of ditching, flow control structures, and the vegetative growth within the aquatic and terrestrial ecosystems. Our observations are described in Section 3.1. Sand and Peat Characterization We evaluated the depth of sand and peat at select locations within the bogs and analyzed sediment samples collected from the sand and peat layers for a range of contaminants. A sampling plan and testing results are described in Section 5. 4.3 SITE CONSTRAINTS The existing data review and site assessments and surveys provided valuable opportunities to evaluate the constraints that might challenge ecological restoration efforts. The primary challenge that we observed will be staging and access. We did not observe any large open areas for staging, so the staging areas will need to be developed through clearing of vegetation and leveling of the ground surface in select areas. Access is also complicated with the multiple work areas. No access for construction vehicles exists off of Weir Road, so access roads will need to be developed along the existing earthen berms and footpaths on either side of the road. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 16 5. Sediment Analysis This restoration project will require the receipt of a valid Water Quality Certification (WQC) from the Massachusetts Department of Environmental Protection (MassDEP). MassDEP requires contamination analytical results for the areas of ground disturbance within wetland areas. While all excavated soils will be reused on site and not brought to a landfill or other disposal location, contamination concentrations of the excavated soils are still required by MassDEP. This section describes the sediment sampling and results completed to date. 5.1 DUE DILIGENCE REVIEW Per the requirements of 314CMR9.07(2) we completed a due diligence review. We reviewed the following databases for possible sources of contamination within the contributing watershed of the study area: Database Finding National Priorities List (Superfund)5 None CERCLIS/NFRAP6 None RCRA7 No large waste generators MassDEP8 No Activity and Use Limitations; no underground storage tanks Based on these findings, the sediment sampling plan must address the requirements of 314CMR9.07(2)(B)(6) with the analysis of samples for the following parameters: • Metals o Arsenic o Cadmium o Chromium o Copper o Lead o Mercury o Nickel o Zinc • Polycyclic Aromatic Hydrocarbons (PAHs) • Polychlorinated Biphenyls (PCBs) by NOAA Summation of Congeners • Extractable Petroleum Hydrocarbons (EPHs) • Volatile Organic Compounds (VOCs) 5 https://www.epa.gov/enviro/sems-search accessed April 30, 2021 6 https://www.epa.gov/enviro/sems-search accessed April 30, 2021 7 https://www.mass.gov/guides/hazardous-waste-generation-generators accessed April 30, 2021 8 http://maps.massgis.state.ma.us/map_ol/oliver.php accessed April 30, 2021 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 17 • Total Organic Carbon • Percent Water • Toxicity Characteristic Leaching Procedure • Grain Size Distribution Because of the history of agricultural use within the watershed and project site, we also analyzed sediment samples for organochlorine pesticides. 5.2 SEDIMENT SAMPLING PLAN We collected six (6) sediment samples throughout the study area on October 13, 2020: • Downstream work area near Mill Pond – 1 sample of the sand layer and 1 sample of the peat layer; • Upstream of Cheyenne Lane within the southern portion of the bog – 1 sample of the sand layer and 1 sample of the peat layer; • Downstream of Weir Road – 1 sample within the active stream channel; and • Upstream of the earthen dam and concrete fish ladder at Miss Thatcher’s Pond – 1 sample within the impoundment. Samples were collected using a custom-made hand coring device. Sampling procedures followed Inter-Fluve’s internal guidelines based on Massachusetts, Wisconsin, and USEPA sampling recommendations9. Samples were submitted to Absolute Resource Associates, a Massachusetts certified laboratory, for analysis. 5.3 LABORATORY ANALYSIS The sediment samples analyzed generally had contamination concentrations under the human health and ecological thresholds, with the following exceptions: • BR2P – arsenic exceeded the MCP S1 human health threshold and the PEC ecological threshold; • BR2S – dieldrin and DDE exceeded the PEC ecological thresholds; and • BR4 – DDD exceeded the PEC ecological threshold. For a detailed table of all results, see Appendix A. 5.4 SEDIMENT MANAGEMENT APPROACH Multiple restoration projects involving retired cranberry bogs have been permitted by MassDEP and municipal conservation commissions. The sediment management plan for this project will follow those of the previously permitted and completed projects: All excavated soils will be reused on site to fill ditches and other areas previously excavated during cranberry cultivation. No soil or sediment is proposed to be disposed of, or reused, at offsite locations. 9 Inter-Fluve 2007 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 18 6. Hydrologic Analysis The Bass River Headwaters Restoration Project includes restoring several cranberry bogs and replacing the Weir Road crossing. Both of these project elements are affected by normal daily streamflow and peak flood flows in Hamblin’s Brook. Because Cape Cod is underlain by highly pervious sand and gravel, infiltration rates are high, and groundwater is a primary driver of streamflow in this region. For this study, we evaluated the hydrologic characteristics of Hamblin’s Brook and the contributing watershed. The hydrologic evaluation included field data collection and desktop analyses. This section of the report describes the approach for selecting design flows for the replacement culvert at Weir Road and the simulated natural geomorphic channel for the restored Hamblin’s Brook. We also evaluated tidal datums because of the anticipated increased tidal influence within the Project Site following the replacement of the North Dennis Road culvert and as a result of sea level rise. 6.1 USDA TR-55 ANALYSIS The Natural Resources Conservation Service (NRCS) Technical Release 55, Urban Hydrology of Small Watersheds (TR-55) rainfall-runoff analysis method is an industry standard method for estimating discharge-frequency curves. However, it assumes that peak flows in surface waters are driven by surface runoff, not by groundwater baseflow. We therefore adapted some of the procedures in TR-55 to better represent conditions and processes in the watershed. More detail is provided below. We used HydroCAD software to simulate runoff hydrographs for a suite of design events ranging from the 1- to 500-year average return period events. Watershed Characteristics We delineated the contributing area for the watershed to Weir Road using the USGS dataset “Groundwater Contributing Areas for Cape Cod and the Plymouth Carver Regions of Massachusetts” in combination with LiDAR data and a series of ArcGIS tools. We used the 2005 MassGIS Landuse/Land Cover Dataset to determine the primary land uses within the watershed (Table 1). The watershed consists primarily of forest and residential land. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 19 Table 1. Land uses in the study watershed (percent coverage) Land Use Hamblin’s Brook Forest 53% Residential 24% Water 2% Recreation 0% Cranberry Bog 5% Transportation 3% Forested Wetland 4% Cropland 0% Pasture 0% Powerline/Utility 0% Non-Forested Wetland 6% Other 2% We used the USDA NRCS SSURGO dataset to determine the primary hydrologic soil groups within the study watershed. The surface geology of Cape Cod is primarily highly permeable sandy material, which is reflected in Hamblin’s Brook watershed (Table 2). Table 2. Soils in the study watershed by hydrologic soil group (percent coverage) Hydrologic Soils Group Description Bass River A Low runoff potential, well drained 85% B Moderately low runoff potential Moderately well to well-drained 0% B/D B: Drained condition D: Undrained condition 0% C Moderately high runoff potential 0% D High runoff potential 12% W Surface water 2% We defined our precipitation events using the information published in the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Volume 106 (Table 3). MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 20 Table 3. Precipitation events Average Return Period (Years) Annual Exceedance Probability (%) Depth (inches) Duration (hours) Distribution 1 100 2.9 24 Atlas 14 Composite 2 50 3.4 24 Atlas 14 Composite 5 20 4.2 24 Atlas 14 Composite 10 10 4.9 24 Atlas 14 Composite 25 4 5..8 24 Atlas 14 Composite 50 2 6.6 24 Atlas 14 Composite 100 1 7.3 24 Atlas 14 Composite 200 0.5 8.1 24 Atlas 14 Composite 500 0.2 9.3 24 Atlas 14 Composite Runoff Curve Number We calculated a single area-weighted runoff curve number (RCN) for the watershed. The data used in the RCN analysis is based on data from the following sources: • NRCS Soil Survey Geographic Database (SSURGO) dataset available for download from MassGIS; • 2005 land use data available for download from MassGIS; • Watershed delineations by Inter-Fluve, as described above; and • RCNs available in TR-55. We assigned an RCN to each area with a unique hydrologic soil group and land use combination and then calculated the area-weighted RCN for the watershed. Time of Concentration We calculated a time of concentration (TC) for each watershed in the study area using a novel method that considers the unique geology of Cape Cod. Most of the rainfall on Cape Cod quickly infiltrates to groundwater. For this application, we developed a TC flow path in a GIS environment using the USGS groundwater contributing areas, and assumed a travel velocity commensurate with the hydraulic conductivity of a gravel/clean sand aquifer10. For this application, we assumed a subsurface flow rate of 3.7 feet per minute. 10 Allen Freeze and John A Cherry. Groundwater. Prentice-Hall, Inc. (1979) MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 21 Results Table 4 summarizes the TR-55 hydrologic parameters for the study area. Table 5 presents the results from the HydroCAD simulations. Table 4. Hydrologic parameters of the study area Watershed Area (mi2) Area (acres) RCN TC Flowpath Length (ft) Flow Rate* (ft/min) TC (min) Bass River 0.40 257.5 52 5,220 3.7 1,410 *Flow rate through the subsurface, assumes an unconsolidated gravel and coarse sand media. Table 5. Discharge frequency estimates for Hamblin’s Brook Average Return Annual Discharge Period (Years) Exceedance (cfs) Probability (%) 1 100 1 2 50 2 5 20 5 10 10 8 25 5 13 50 2 18 100 1 23 200 0.5 28 500 0.2 37 While other peak flow estimation methodologies were evaluated, they were considered substantially less reliable for the Cape Cod region where data is sparse, flow has historically been highly affected by regulation, diversions, or cranberry bogs, and regression equations developed using data from other areas generally do not apply. This is attributable to the low-lying topography and regional geologic patterns that include lithology of coarse-grained stratified drift, which complicate delineation of contributing areas and groundwater patterns and complicate attempts to model rainfall-runoff processes. 6.2 HYDRAULIC DESIGN CRITERIA The peak flood flows from the rainfall-runoff analysis will be used as inputs into the hydraulic modeling to inform the design of various project components. Prior to carrying out the modeling, we developed the following hydraulic design criteria to help focus our efforts and adhere to state guidance where appropriate. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 22 Weir Road Culvert Because Weir Road is classified as an Urban Local Road/ Rural Minor Collector, the following design events will be evaluated according to the Massachusetts Department of Transportation (MassDOT) Requirements for New and Full Bridge replacement projects guidelines11: 10-year event for flood frequency, 25-year event for design scour frequency, and 50-year event to check scour frequency. It also states that the bridge must be scour stable after the Design Scour Event but does not necessarily need to be available for use. If the culvert span is over 20 feet, there needs to be 2 feet of freeboard. Channel Form The channel cross sectional geometry will function in an ecologically, geomorphically appropriate manner, (i.e., flow will begin to spread into the geomorphic floodplain at the 1-, 2-year frequency). Rock Sizing The designed channel substrate will be stable during the stability design event (i.e., the 25-, 50-, or 100-year event, whichever results in the highest peak stresses on the channel bed). 7. Hydraulic Analysis We developed a hydraulic model of the Bass River that extends from Mill Pond upstream to Miss Thatcher’s Pond. The hydraulic model is designed to provide a basis of comparison between the existing condition of Bass River and the proposed design condition. The hydraulic model of Bass River is designed to: • Simulate hydraulic conditions at the Weir Road culvert, • Simulate project impacts on flood profiles, velocities, and bed shear stresses during peak flood flows, and • Simulate project impacts on water-surface profiles and depths for future projections of MHHW and MLLW tidal datums. 7.1 METHODS We built a one-dimensional, steady flow hydraulic model using the U.S. Army Corps of Engineers Hydraulic Engineering Center River Analysis System (HEC-RAS) software version 5.0.6. We developed the existing conditions model geometry using the field survey data collected in fall 2020. We supplemented these data with high-resolution LiDAR data from a 2011 USGS dataset. The flood events analyzed in the model include the 1-, 2-, 5-, 10-, 25-, 50-, and 100-year flood estimates, as recommended by MassDOT. 11 https://www.mass.gov/doc/municipal-small-bridge-program-design-requirements-for-new-and-full-bridge- replacement-projects/download MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 23 7.2 EXISTING/BASELINE CONDITION The existing condition model provides a baseline for comparison with the proposed design. It represents the condition of Bass River at the time of our survey, circa 2020/2021. Model Geometry We developed a georeferenced model geometry in a GIS environment using RAS Mapper tools. The composite digital elevation model of the channel bathymetry and overland topography extends from approximately 3,500 feet downstream of the Mill Pond inlet upstream to approximately 1,000 feet upstream of Weir Road. Although the Project Site begins at the inlet of Mill Pond, we continued the reach downstream into Mill Pond to capture the upstream boundary of North Dennis Road hydraulic model developed by Tighe and Bond. The composite digital elevation model includes high-resolution data from a site-specific bathymetric and topographic survey, supplemented with high-resolution LiDAR data (USGS, 2011). Figure 10. Map showing HEC-RAS cross section locations with inset of area around Weir Road. Boundary Conditions MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 24 The downstream boundary conditions for the existing model are based on results from Tighe and Bond’s existing condition hydraulic model.12 Table 6 shows the MHHW and MLLW water surface elevations from river station 29+03 in Tighe and Bond’s existing model, which are used in our existing condition model as the downstream boundary conditions. Table 6. Tidal datums for existing condition Average Return Period (Years) Elevation (ft-NAVD88) MHHW MLLW 1 2.92 2.26 2 3.2 2.83 5 3.75 3.72 10 4.45 4.45 25 6.06 6.06 50 6.07 6.07 100 6.08 6.08 200 6.09 6.09 500 6.16 6.16 Roughness Coefficients We assigned Manning’s “n” values based on observed channel substrate and floodplain vegetation conditions. Table 7 summarizes the Manning’s “n” values used along the study reach13. Table 7. Manning’s “n” values used in the hydraulic model Location Manning’s “n” Typical Descriptions Notes Channel 0.040 Clean and winding channel, with some pools and shoals Used for areas with boulder/cobble substrate with step-pools. Channel 0.045 Same as above, but some weeds and stones Used for areas with more vegetation in the channel. Overbank 0.050 Scattered brush and heavy weeds Lawn-type overbank. Overbank 0.070 Medium to dense brush, in winter Forest/shrub type overbank. Expansion and Contraction We assumed expansion and contraction coefficients of 0.1 and 0.3, respectively. These values are typical default values recommended in the HEC-RAS Hydraulic Reference Manual. At cross sections immediately upstream and downstream of crossings and flow control structures, we assumed expansion and contraction coefficients of 0.3 and 0.5, respectively. This is consistent with standard engineering practice. Ineffective Flows 12 Tighe and Bond, North Dennis Road Culvert Improvements Hydrologic and Hydraulic Analysis, Technical Memo, Aoril 2021. 13 United States Army Corps of Engineers (USACE) Hydrologic Engineering Center, February 2016. HEC-RAS River Analysis System Hydraulic Reference Manual Version 5.0. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 25 We applied ineffective flow areas at each culvert represented in the model in accordance with standard practice. We also applied ineffective flow areas to low points in overbank areas that do not convey water. 7.3 PROPOSED CONDITION We developed a proposed condition hydraulic model to represent the design condition shown on the 60% Engineering Design Drawings that accompany this report. Refer to Section 8 for a full description of the scope of work of the proposed project. Boundary Conditions According to Tighe and Bond’s H&H analysis report, they recommend the installation of a 60-foot span bridge, Alternative 3, to replace the current North Dennis Road culvert and maximize tidal exchange. Table 8 shows the MHHW and MLLW water surface elevations for river station 29+03 from Tighe and Bond Alternative 3 results used in our proposed condition model as the downstream boundary conditions. Table 8. Tidal datums for proposed condition Average Return Period (Years) Elevation (ft-NAVD88) MHHW MLLW 1 2.39 1.09 2 2.43 1.27 5 2.5 1.55 10 2.58 1.78 25 2.71 2.1 50 2.87 2.43 100 3.2 2.98 200 3.75 3.6 500 4.29 4.3 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 26 Weir Road Culvert We utilized MassDOT design guidance and Massachusetts Stream Crossing Guidelines 14 to determine an initial culvert replacement size prior to the design by Tighe & Bond. We assumed a box culvert with a span of approximately 1.2 times the design bankfull width of the upstream channel and a minimum of two feet of vertical embedment. We then selected a standard culvert size with these dimensions plus the capacity to pass the 10-year flood peak with at least two feet of freeboard. The selected size is 16 feet wide by 6 feet high. For the proposed culvert, we assigned Manning’s “n” values of 0.013 for the concrete top of the structure and 0.045 for the bottom to represent the use of naturalized stream substrate. 7.4 RESULTS AND DISCUSSION Proposed conditions model results including: pre- and post- project water surface profiles, velocities, and shear stresses are presented below. The model results (Appendix C) indicate that the water- surface profiles will decrease, velocities will generally increase, and bed shear stresses will generally increase as a result of project activities. A reduction in water surface profiles corresponds to the removal of undersized culverts and crossing improvements at North Dennis Road and Weir Road. Figure 11 illustrates the project impact on flood profiles for the 10-, 50-, 100-, and 500-year events. Model results support the conclusion that the project will not have an adverse impact on flood profiles along Bass River. Figure 11. Model results: Longitudinal Profile of water surface elevations under existing (green/blue) and proposed (red/orange) conditions 14 https://www.mass.gov/doc/massachusetts-stream-crossing-handbook/download 0 1000 2000 3000 4000 5000 6000 7000 8000 -6 -4 -2 0 2 4 6 8 10 12 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend WS TR-55 500 yr - EX-MHHW WS TR-55 100 yr - EX-MHHW WS TR-55 50 yr - EX-MHHW WS TR-55 10 yr - EX-MHHW WS TR-55 500 yr - PC-MHHW WS TR-55 100 yr - PC-MHHW WS TR-55 50 yr - PC-MHHW WS TR-55 10 yr - PC-MHHW Ground Bass Bass MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 27 Removing flow control structures and ditches naturally increases channel velocities and shear stresses in the project area. The highest velocities occur at the steepest most upstream section of the project area. Despite these increases, the maximum velocities and shear stresses are still relatively low and will support stable bed and bank conditions along the project reach. Weir Road Culvert MassDOT classifies Weir Road as a Rural Minor Collector. The hydraulic, scour, and scour design events are the 10-, 25-, and 50-year events, respectively. The proposed structure at Weir Road, for the hydraulic design event, does not show an increase in water surface elevation (Figure 12). It also meets the MassDOT minimum freeboard design criteria although it is not required based on the MassDOT road classification. Figure 12. Hydraulic Design Event at the Weir Road Culvert (10-year Event) Existing and Proposed Conditions For the design scour event and the scour check event, the project will decrease the velocity at the culvert outlet, which is expected because the proposed culvert capacity is larger than the current undersized culvert (Figure 13 and Figure 14). Figure 13. Scour Design Event at the Weir Road Culvert (25-year Event) Existing and Proposed Conditions. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 28 Figure 14. Scour Check Event at the Sumner Street Culvert (50-year Event) Existing and Proposed Conditions. 8. Project Design The project scope of work includes removing and/or replacing barriers to flow and aquatic organism passage throughout the former bogs within the Project Site. Other elements of work are realigning the stream to increase sinuosity and create habitat variability; filling existing ditches and creating microtopography to help restore historical hydrologic and vegetative conditions; creating a new pond feature; and improving pedestrian access. 8.1 SUGGEST CONSTRUCTION SEQUENCE In this section, we provide a recommended construction sequence of restoration activities. Once a contractor has been selected, they will submit a detailed work plan with their own recommendations for sequencing. This will be reviewed by Inter-Fluve, the Town, and the FOBR before approval to do any work. The channel and floodplain work upstream of Weir Road have to be done in conjunction with the replacement of Weir Road as access is obtained when the road is closed and the restoration in Cells 3 and 4 are only functional once the flow control structures at and downstream of Weir Road are removed. • Mobilization o Install traffic control measures o Install sediment and erosion control features o Install stabilized construction entrances o Create staging areas • While Weir Road is closed and the culvert is being replaced: o Establish access along berm between Cells 3 and 4 o Improve access around Cell 2 • Cell 1 o Establish water control in Cell 1 o Remove dam and fish ladder MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 29 o Excavate pond and channel o Complete bank treatment and large wood installation o Microtopography o Remove water control • Cell 3 o Establish water control o Complete grading and channel construction o Install large wood o Microtopography o Remove water control o Install stream crossing between Cells 3 and 4 • Cell 5 o Establish water control o Complete channel construction o Install large wood o Remove water control o Invasive species treatment o Complete floodplain grading o Complete microtopography • Cell 7 o Establish construction access o Complete grading o Complete microtopography • Cell 6 o Establish water control o Remove earthen berm at downstream end o Complete channel construction at the upstream end o Complete floodplain grading o Complete microtopography o Remove earthen berm between Cells 6 and 7 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 30 o Construct boardwalk between Cells 6 and 7 o Construct footbridge across channel at earthen berm between Cells 5 and 6 o Remove water control • Complete planting • Remove traffic signs as appropriate • Remove sediment and erosion controls once site has stabilized 8.2 SITE ACCESS AND STAGING This project site is spread out with multiple road and pedestrian crossings, making site access and staging challenging. We have identified two primary access and staging areas described below. • Along the pedestrian path between Cheyenne Lane and Knollwood Drive o Access will be from the north off of Knollwood Drive. A stabilized construction entrance will be constructed to reduce the tracking of sand and mud out of the Project Site. o The staging area will be on the southeast side of this pedestrian path in an area previously modified by cranberry farmers with earthen mounds derived from dredging ditches. The mounds will be smoothed out and existing ditches filled to form the staging area. • Along Weir Road O We propose a staging area with stabilized construction entrance on the north side of Weir Road opposite the cross road of Seminole Drive. Temporary access roads can be developed by the contractor into the site from this location. Access to Cells 1 through 4 will be in the vicinity of the culvert during the culvert replacement when the road is closed and construction vehicles can travel between Cells 4 and 5 more easily. 8.3 DAM REMOVAL The dam and fishway at Miss Thatcher’s Pond will be removed. The concrete fishway will be completely removed, and the contractor will dispose of the concrete in an approved off-site location. The earthen berm portion of the dam will be partially removed. We propose leaving approximately one vertical foot of the earthen berm above the adjacent floodplain elevation to provide a drier and more stable walking path for continued pedestrian access. The earthen berm will be removed laterally to the edge of the valley to the north and to the adjacent earthen berm to the south with walking slopes no steeper than 5:1. 8.4 WEIR ROAD CULVERT REPLACEMENT The Weir Road culvert will be replaced with a larger opening to allow for greater hydraulic capacity for passing flood flows. The stream channel design in the vicinity of and through the culvert will be refined following design of the culvert by Tighe & Bond. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 31 8.5 CHANNEL FORM AND HABITAT Upstream of Weir Road, the current channel is straight with uniform widths and depths and channel bed and banks primarily made of sand. The proposed channel will be a meandering channel with sinuosity calculations based on channel size, watershed size, slope, and regional reference reaches. Stream Channel Morphology To design a new stream channel, it is an important exercise to locate relatively undisturbed streams or streams that have achieved an equilibrium with their watershed landuse and hydrology. When choosing an analog or reference stream, the analog must have similar watershed and morphological attributes to the proposed restored channel, including: • Watershed size; • Surficial geology; • Bordering vegetation; • Soils; and • Land use. There are few sites that check all the boxes since most streams and wetlands in New England have been manipulated for farming, deforestation, development or other means. We analyzed aerial photographs and maps of streams around Cape Cod and the South Shore to find reference sites. We also looked to the designs of our past cranberry bog restoration projects. To develop planform geometry values for design, we examined belt width, meander length, and radius of curvature for reference stream segments and past project designs in the following watersheds: • Upper Herring River; • Herring Brook; • Eel River; and • West Beaver Dam Brook. We then correlated planform values with the watershed area and used ranges of each parameter to guide the form of the new channel upstream of Weir Road. We designed the stream to have a slightly irregular meander pattern based on the reference and past project sites. The planform values that guided our design are listed in Table 9. Table 9. Planform values for the new channel above Weir Road Belt Width 45-50 feet Meander Length 45-65 feet Radius of Curvature 10-30 feet Stream Channel Dimensions With the removal of flow control structures within the project area, future sea level rise predictions, and planned upgrades to downstream culverts, we expect to see greater tidal influence in our project area post restoration. We designed a channel that is sized for current hydrologic conditions MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 32 with the ability to adapt to changing and uncertain factors such as rising sea level and intensifying precipitation events. In the headwaters, we observed naturally formed channel segments with four to eight feet top widths. We determined that a cross sectional geometry with a channel top with of six feet and bank height of 1 foot will overtop during the 2-year return period flood. With little sediment supply, the proposed channel continues to have a 6-foot top width through most of the bog upstream of Weir Road. Approximately 200 feet before Weir Road, the channel transitions to a top width of 14 feet and bank height of 1.5 feet. The existing channel downstream of Weir Road has an average top width of 14 feet. While the channel is over-widened and channelized, we concluded the existing channel dimensions will allow for the additional flow that comes from the elimination of the main ditch and future sea level rise conditions. The crossing at the footpath between Cheyenne Lane and Knollwood Drive will see the impact of rising tides sooner; therefore, the proposed channel is sized to a top width of 20 feet. We will create floodplain and riparian connectivity to allow for flood waters to spread over the surface of the floodplain, while maintaining pedestrian passage. Channel and Bank Stabilization The proposed channel slopes through much of the restored channel area are less than 0.2%. Therefore, we are not proposing riffle construction or the use of stone in the channel bed or banks. As described above, we propose using large wood to provide habitat along the channel banks in the proposed freshwater systems. This wood will also provide some bank stabilization. Elsewhere, however, the banks will be sloped back no steeper than a 2(H):1(V) slope with no additional stabilization measures. The one location of steeper proposed channel slope is upstream of the proposed new pond in the headwaters of the restoration area. This channel section is close to a 2% slope and will be constructed with gravel and cobble with banks made up of a stone toe and fabric encapsulated soil lifts. 8.6 VEGETATION We propose to replant disturbed areas with native seed and native potted trees and shrubs. In the next phase of design, we will provide a more detailed species list with proposed quantities and locations. Different areas of the site will develop into different vegetative ecosystems: • The wetlands east of the pedestrian bath between Cheyenne Lane and Knollwood Drive will be influenced more by tidal flows with the removal of downstream constrictions. Therefore, we propose a mix of salt marsh vegetation species and transitional species that do well in the mixing zone between salt marsh and freshwater wetlands. • In the area of sand removal south of Mill Pond, we recommend planting potted Atlantic white cedar trees • In the disturbed areas between the pedestrian path and Weir Road, we recommend a mix of Atlantic white cedar, American holly, and wetland shrubs for the wetland surface. Along the MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 33 edges in the areas of ditch filling to the east and south of this work area, more upland species such as pitch pine or white oak would be appropriate. • South of Weir Road in the upstream portions of this restoration, we recommend focusing on developing a robust Atlantic white cedar stand with a mix of wetland shrub species. 8.7 RECREATION Current recreation within the project site includes walking and wildlife viewing. Many of the trails are overgrown with some of the stream crossings broken, failing, or not present. Through this restoration project, the project partners would like to improve the walking trails and reconstruct the stream crossings. The existing trails will be cleared of encroaching vegetation and new trails will be developed to encourage more walking and wildlife viewing. While not part of Inter-Fluve’s design engineering, the project partners plan to install benches and viewing areas where appropriate. 9. Engineer’s Opinion of Probable Costs The engineer’s opinion of probable costs (EOPC) described below are separated by areas of work: Cells 1 through 4, Cell 5, Cell 6, and Cell 7. These costs are commensurate with the level of design presented in this document and the design drawings. The costs include earthwork calculations, channel bed and bank treatments, large wood structures, microtopography, and plantings. They also include some of the critical footbridge crossings and the boardwalk. This cost estimate does not include: • Trail construction, • Overlooks, • Parking areas, • Other recreational features, • Weir Road replacement, and • Utility replacement or updates. The infrastructure costs have been separated out from the restoration costs. At this level of design, we have assumed a 15% construction contingency. This will decrease in later rounds of design. It should be noted that these costs reflect our understanding of the current designs and are based on recent construction bid prices received on similar projects in 2020 and 2021. Escalation of approximately 3% is typically added for each year after this estimate (for example, if construction occurs in 2023, add approximately 6% to these costs presented below). Summary of restoration construction costs across the site MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 34 Location Restoration Infrastructure Total Cells 1-4 $363,430 $40,150 $403,580 Cell 5 $154,940 $0 $154,940 Cell 6 $231,960 $326,150 $558,110 Cell 7 $94,310 $0 $94,310 Construction Subtotal $844,640 $366,300 $1,210,940 15% Contingency $126,690 $54,940 $181,630 Construction Total $971,330 $421,240 $1,392,570 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 35 Cells 1 through 4 Cell 5 No.Bid Item Unit Unit Price Quantity Subtotal 1 Mobilization & Demobilization LS $36,690 1 $36,690 2 Clearing & Grubbing AC $20,000 1 $20,000 3 Erosion, Pollution & Water Control LS $30,000 1 $30,000 4 Earthwork (channel/wetland)CY $20 3,625 $72,500 5 Earthwork (Ditches/Uplands/Berms/Dams)CY $16 410 $6,560 6 Microtopography DAY $1,200 2 $2,400 7 Riffle Aggregate TON $110 160 $17,600 8 Large Wood Logs & Snags (Furnish & Install)EA $250 200 $50,000 9 Large Wood rootwads (Furnish and Install)EA $300 200 $60,000 10 FES lifts FF $28 1,000 $28,000 11 Slash DAY $5,220 2 $10,440 12 Riparian Seed Mix AC $9,000 2 $18,000 13 1-Gallon Potted Plants EA $30 333 $9,990 14 3-Gallon Potted Plants EA $45 109 $4,905 15 Crossing EA $36,500 1 $36,500 Restoration Subtotal $363,430 Infrastructure Subtotal $40,150 Design and Construction Contingency 15% Restoration Contingency $54,510 15% Infrastructure Contingency $6,020 Construction Total $464,110 No.Bid Item Unit Unit Price Quantity Subtotal 1 Mobilization & Demobilization LS $14,090 1 $14,090 2 Clearing & Grubbing AC $20,000 1.0 $20,000 3 Invasives Removal AC $7,500 0.5 $3,750 4 Erosion, Pollution & Water Control LS $10,000 1 $10,000 5 Earthwork (Channel/Wetland)CY $20 1,450 $29,000 7 Microtopography DAY $1,200 4.5 $5,400 8 Riffle Aggregate TON $110 110 $12,100 9 Large Wood Logs & Snags (Furnish & Install)EA $250 16 $4,000 10 Large Wood rootwads (Furnish & Install)EA $300 16 $4,800 11 FES FF $28 200 $5,600 12 Upland transition Seed Mix AC $9,000 1 $9,000 13 1-Gallon Potted Plants EA $30 832.0 $24,960 14 3-Gallon Potted Plants EA $45 272 $12,240 Restoration Subtotal $154,940 Infrastructure Subtotal $0 Design and Construction Contingency 15% Restoration Contingency $23,240 15% Infrastructure Continency $0 Construction Total $178,180 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 36 Cell 6 Cell 7 No.Bid Item Unit Unit Price Quantity Subtotal 1 Mobilization & Demobilization LS $50,737 1 $50,740 2 Clearing & Grubbing AC $20,000 1 $20,000 3 Invasives Removal and Treatment AC $7,500 2 $15,000 4 Erosion, Pollution & Water Control LS $15,000 1 $15,000 5 Earthwork (Channel/Wetland)CY $20 575 $11,500 6 Earthwork (Ditches/Uplands/Berms/Dams)CY $16 2,000 $32,000 7 Microtopography DAY $1,200 1.8 $2,160 8 Riffle Aggregate TON $109 140 $15,260 9 1-Gallon Potted Plants EA $30 354 $10,620 10 3-Gallon Potted Plants EA $45 266 $11,970 11 Plugs EA $4 19,340 $77,360 12 Boardwalk FT $650 400 $260,000 13 Crossing EA $36,500 1 $36,500 Restoration Subtotal $231,960 Infrastructure Subtotal $326,150 Design and Construction Contingency 15% Restoration Contingency $34,790 15% Infrastructure Contingency $48,920 Construction Total $641,820 No.Bid Item Unit Unit Price Quantity Subtotal 1 Mobilization & Demobilization LS $8,570 1 $8,570 2 Clearing & Grubbing AC $10,000 2.5 $25,000 3 Earthwork (wetland)CY $20 1,600 $32,000 4 Microtopography DAY $1,200 3.0 $3,600 6 1-Gallon Potted Plants EA $30 562 $16,860 7 3-Gallon Potted Plants EA $45 184 $8,280 Restoration Subtotal $94,310 Infrastructure Subtotal $0 Design and Construction Contingency 15% Restoration Contingency $14,150 15% Infrastructure Contingency Construction Total $108,460 MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT 37 10. References Federal Emergency Management Agency [FEMA], 2014. Flood Insurance Study, Barnstable County, Massachusetts. FIS No. 25001CV000A. Effective July 16, 2014. MAY 2021 BASS RIVER HEADWATERS RESTORATION 60% DESIGN REPORT A-1 Appendix A – Sediment Analysis Results MAY 2021 B-1 Appendix B – Hydrology: Technical Supporting Data MAY 2021 C-2 Appendix C – Hydraulics: Technical Supporting Data VICINITY MAP NOT TO SCALE SITE MAP SCALE: 1" = 250' 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER COVER, SHEET INDEX, & VICINITY MAP 1 27 PROJECT LOCATION BASS RIVER HEADWATERS RESTORATION YARMOUTH MA FRIENDS OF THE BASS RIVER PRELIMINARY DRAWINGS MAY 2021 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. LOCATION MAP STATE OF MASSACHUSETTS Boston Boston Pittsfield BostonWorcester Lawrence Wellfleet Barnstable Plymouth Martha's Vineyard Nantucket North Adams Woods Hole Greenfield Northampton NOT TO SCALE I-90 7 20 Sheet List Table Sheet Number Sheet Title 1 COVER, SHEET INDEX, & VICINITY MAP 2 EXISTING CONDITIONS & SURVEY CONTROL 3 ACCESS & STAGING PLAN 4 SITE PLAN 5 CELLS 6 AND 7 GRADING PLAN & PROFILE 6 CELLS 6 AND 7 TREATMENT PLAN (1 OF 2) 7 CELLS 6 AND 7 TREATMENT PLAN (2 OF 2) 8 CELLS 6 AND 7 GRADING SECTIONS (1 OF 3) 9 CELLS 6 AND 7 GRADING SECTIONS (2 OF 3) 10 CELLS 6 AND 7 GRADING SECTIONS (3 OF 3) 11 CELL 5 GRADING PLAN & PROFILE 12 CELL 5 TREATMENT PLAN (1 OF 2) 13 CELL 5 TREATMENT PLAN (2 OF 2) 14 CELL 5 GRADING SECTIONS 15 CELLS 1-4 GRADING PLAN & PROFILE 16 CELLS 1-4 TREATMENT PLAN (1 OF 2) 17 CELLS 1-4 TREATMENT PLAN (2 OF 2) 18 CELLS 1-4 GRADING SECTIONS (1 OF 2) 19 CELLS 1-4 GRADING SECTIONS (2 OF 2) 20 CHANNEL DETAILS 21 LARGE WOOD DETAILS 22 FES LIFT DETAILS (1 OF 2) 23 FES LIFT DETAILS (2 OF 2) 24 MICROTOPOGRAPHY DETAILS 25 REVEGETATION PLANS 26 RESOURCE AREA IMPACTS (1 OF 2) 27 RESOURCE AREA IMPACTS (2 OF 2) 5 7 6 5 6 10 7 57 8 10 7 5 57 9 7 5 5 4 5 7 10 14 15 19 5 4 3 3 3 3 3 4 45 4 3 3 5 10115 6 5 10 7 5 2 0 0 -2 003 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 33 8 3 5 17 7 6 8 10 7 96 7 3 5 5 10 2 3 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER EXISTING CONDITIONS & SURVEY CONTROL 2 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SURVEY CONTROL PT NUMBER NORTHING EASTING ELEVATION DESCRIPTION 50 2718205.95 1006678.14 17.23 PK NAIL 100 2717571.54 1006529.44 8.64 CAPPED REBAR 102 2718091.54 1006825.64 10.15 CAPPED REBAR 103 2718931.21 1007379.20 8.99 PK NAIL 55 2718580.80 1008439.74 3.92 CAPPED REBAR 101 2718046.72 1006805.47 7.94 CAPPED REBAR 51 2718308.52 1006585.12 14.93 PK NAIL 52 2718077.29 1006803.75 11.14 PK NAIL 105 2719003.32 1007258.63 16.90 PK NAIL 208 2718632.48 1007492.32 7.64 CAPPED REBAR 209 2718694.75 1007623.99 5.72 CAPPED REBAR 210 2718776.14 1007477.95 6.75 CAPPED REBAR 212 2718859.85 1007430.32 7.14 CAPPED REBAR HAMB L I N ' S B R O O K HA M B L I N ' S B R O O K HAMBLIN'S BROOK 100 51 50 52 102 101 105 103 212 210 208 209 55 SCALE IN FEET 0 480240 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR CONTROL POINT EXISTING ALIGNMENT PARCEL LINE ROADWAY NOTES 1. TOPOGRAPHIC AND BATHYMETRIC DATA BASED ON SURVEY COLLECTED BY INTER-FLUVE OCTOBER 2020, NOVEMBER 2020, AND JANUARY 2021. BATHYMETRIC CONTOURS SHOULD BE CONSIDERED APPROXIMATE. LIDAR DATA OBTAINED FROM THE STATE OF MASSACHUSETTS, COLLECTED IN 2016, PROVIDES SUPPLEMENTAL TOPOGRAPHY OUTSIDE THE LIMITS OF THE TOPOGRAPHIC SURVEY. 2. HORIZONTAL AND VERTICAL COORDINATES ARE BASED ON MASSACHUSETTS STATE PLANE NAD83, MAINLAND ZONE. ELEVATIONS ARE BASED ON NAVD88. EXISTING DAM AND FISH LADDER 24IN CULVERT STONE BOX CULVERT 30IN CULVERT 30IN CULVERT 24IN CULVERT 24IN CULVERT 36IN CULVERT 30IN CULVERT 18IN CULVERT 42IN CULVERT 24IN CULVERT EXISTING BERM EXISTING BERM EXISTING BERM MILL POND MISS THATCHER'S POND SEMINO L E D R . STA R B U C K L N . WEIR RD. C H E Y E N N E L N . KNO L L W O O D D R . 26+41 0+005+00 10 + 0 0 15+ 0 0 20 + 0 0 25+00 5 7 6 5 6 10 7 57 8 10 7 5 57 9 7 5 5 4 5 7 10 14 15 19 5 4 3 3 3 3 3 4 45 4 3 3 5 10115 6 5 10 7 5 2 0 0 -2 003 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 33 8 3 5 17 7 6 8 10 7 96 7 3 5 5 10 2 3 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER ACCESS & STAGING PLAN 3 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. STABILIZED CONSTRUCTION ENTRANCE STAGING AREA STAGING AREA TEMPORARY ACCESS TYP. MILL POND MISS THATCHER'S POND HA M B L I N ' S B R O O K HAM B L I N ' S B R O O K HAMBLIN'S BROOK LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR EXISTING ALIGNMENT CONSTRUCTION ACCESS STAGING AREA CONSTRUCTION ENTRANCE PARCEL LINE TURBIDITY CURTAIN SILT FENCE ROADWAY LIMIT OF DISTURBANCE SCALE IN FEET 0 480240 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT TURBIDITY CURTAIN STABILIZED CONSTRUCTION ENTRANCE NOTES 1. TREES AND SHRUBS SHALL BE SALVAGED FROM THE STAGING AREAS WITH ROOTWADS INTACT TO USE ELSEWHERE WITHIN THE PROJECT LIMITS, SEE SPECIFICATIONS. SEMINO L E D R . STA R B U C K L N . WEIR RD. C H E Y E N N E L N . KNO L L W O O D D R . CELL 7 CELL 6 CELL 5 CELL 3 CELL 4 CELL 2 CELL 1 5 7 6 5 6 10 7 57 8 10 7 5 57 9 7 5 5 4 5 7 10 14 15 19 5 4 3 3 3 3 3 4 45 4 3 3 5 10115 6 5 10 7 5 2 0 0 -2 003 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 33 8 3 5 17 7 6 8 10 7 96 7 3 5 5 10 2 3 0+00 1+00 2+003+004+005+006+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+ 0 0 13+ 0 0 14+00 15+00 16 + 0 0 1 7 + 0 0 18+0 0 19+ 0 0 2 0 + 0 0 2 1 + 0 0 22+ 0 0 23 + 0 0 24 + 0 0 2 5 + 0 0 26+0 0 27 + 0 0 2 8 + 0 0 29+0 030+0031+00 32+00 33+00 34+ 0 0 35+0 0 36+ 0 0 3 7 + 0 0 3 8 + 0 0 38 + 3 5 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER SITE PLAN 4 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. CELLS 6 AND 7 SHEETS 5-9 CELL 5 SHEETS 10-13 CEL L S 1 - 4 SH E E T S 1 4 - 1 8 SCALE IN FEET 0 480240 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT CONSTRUCTION ACCESS STAGING AREA CONSTRUCTION ENTRANCE LIMIT OF DISTURBANCE CELL 7 CELL 6 CELL 5 CELL 3 CELL 4 CELL 2 CELL 1 MILL POND MISS THATCHER'S POND SEMINO L E D R . STA R B U C K L N . WEIR RD. C H E Y E N N E L N . KNO L L W O O D D R . -4 -2 0 2 4 6 8 10 -4 -2 0 2 4 6 8 10 0+001+002+003+004+005+006+007+008+009+0010+0011+00 0.01% STA:9+83.89 ELEV:-0.40 STA:5+57.32 ELEV:-0.43PROPOSED THALWEG EXISTING GRADE 3 3 3 3 3 4 3 3 5 7 5 2 0 0 -2 00 3 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 3 3 8 3 3 5 5 2 3 3 8 7 9 1 8 4 85 86 9 8 9 9 9 11 10 2 8 13 10 14 10 12 10 10 9 0+00 1+00 2+00 3+004+005+00 6+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+0 0 13+ 0 0 14+00 15+00 16 + 0 0 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 GRADING PLAN & PROFILE 5 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 240120 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT CONSTRUCTION ACCESS STAGING AREA CONSTRUCTION ENTRANCE OVERHEAD UTILITY GAS LINE SEWER LINE PARCEL LINE TURBIDITY CURTAIN SILT FENCE LIMITS OF DISTURBANCE OH OH SSSSSS 80' 16 ' 5x VERTICAL EXAGGERATION NOTE: DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. TIE PROPOSED THALWEG INTO EXISTING STREAMBED TIE PROPOSED THALWEG INTO EXISTING STREAMBED CELL 7 CELL 6 CELL 5 3 4 3 3 5 7 5 2 0 0 -2 00 3 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 3 3 8 3 3 5 5 2 3 0+00 1+00 2+00 3+004+005+00 6+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+0 0 13+ 0 0 14+00 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 TREATMENT PLAN (1 OF 2)6 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 200100 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT INVASIVE PLANT TREATMENT DITCH FILLING AND MICROTOPOGRAPHY PARCEL LINE LIMITS OF DISTURBANCE REMOVE SAND TO MATCH ADJACENT WETLAND ELEVATION REMOVE PERIMETER BERM AND FILL ADJACENT DITCH TO MATCH WETLAND ELEVATION REMOVE BERM AND FILL ADJACENT DITCHES TO MATCH WETLAND ELEVATION AREA OF INVASIVE PLANT TREATMENT FILL DITCH AND GRADE AS SHOWN ON GRADING SECTIONS FILL DITCH AND GRADE AS SHOWN ON GRADING SECTIONS FILL EXISTING STREAM TO MATCH ADJACENT WELTAND ELEVATION NOTE: 1. DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. 2. CULVERTS INDICATED FOR REMOVAL AND ABANDONED FARM EQUIPMENT WITHIN THE PROJECT LIMITS SHALL BE REMOVED AND DISPOSED OF ACCORDING TO SPECIFICATIONS. AREA OF DITCH FILLING AND MICROTOPOGRAPHY (TYP) CONSTRUCT NEW CHANNEL SEGMENT REMOVE 18IN CULVERT AND REPLACE WITH FOOTBRIDGE OVER NEW CHANNEL ALIGNMENT. BRIDGE DESIGN TBD AND DESIGNED BY OTHERS. REMOVE 24IN CULVERT REMOVE 30IN CULVERT REMOVE 36IN CULVERT AND RESTORE PATH REMOVE 24IN CULVERT REMOVE 42IN CULVERT FILL DITCH AND GRADE AS SHOWN ON GRADING SECTIONS CELL 7 CELL 6 CELL 5 TIE INTO EXISTING CHANNEL FILL EXISTING STREAM TO MATCH ADJACENT WELTAND ELEVATION 4 3 3 5 7 5 2 0 0 -2 00 3 4 11 1 01 3 2 2 5 3 5 10 8 4 04 0 1 2 3 2 5 2 44 12 3 3 8 3 3 5 2 3 0+00 1+00 2+00 3+004+005+00 6+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+ 0 0 13+ 0 0 ELEVATION CHANGE CUT FILL MINIMUM ELEVATION CHANGE -8 -3 -2 -1 0 1 2 3 MAXIMUM ELEVATION CHANGE -3 -2 -1 0 1 2 3 7 COLOR 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 TREATMENT PLAN (2 OF 2)7 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 200100 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT PARCEL LINE LIMITS OF DISTURBANCE CUT-FILL TABLECELL 5 CELL 6 CELL 7 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 3+00 4+00 4+25 -4 -2 0 2 4 -4 -2 0 2 4 0+00 1+00 2+00 3+00 4+00 4+27 -2 0 2 4 6 -2 0 2 4 6 0+00 1+00 1+93 -2 0 2 4 6 -2 0 2 4 6 0+00 1+00 1+92 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 3+00 4+00 5+00 5+21 STA:3+85.43 ELEV:4.08 STA:3+75.72 ELEV:2.20STA:0+25.02 ELEV:1.90 STA:1+76.05 ELEV:1.90 STA:4+78.28 ELEV:2.10 STA:4+87.75 ELEV:3.95 STA:1+87.21 ELEV:0.00 STA:1+91.21 ELEV:-2.00 STA:2+03.22 ELEV:-2.00 STA:2+07.23 ELEV:0.00 STA:0+98.96 ELEV:1.12 STA:0+84.97 ELEV:4.10 STA:4+15.01 ELEV:1.26 STA:1+01.27 ELEV:0.02 STA:1+53.11 ELEV:0.86 STA:0+67.67 ELEV:0.71 STA:1+46.92 ELEV:0.42 PROPOSED GRADE (TYP)PROPOSED GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 GRADING SECTIONS (1 OF 3)8 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 60' 12 ' 5x V E R T I C A L E X A G G E R A T I O N 5 8 GRADING SECTION STA 02+37.36 4 8 GRADING SECTION STA 01+57.40 3 8 GRADING SECTION STA 00+79.70 2 8 GRADING SECTION CELL 7 1 8 GRADING SECTION CELL 7 -4 -2 0 2 4 6 8 10 -4 -2 0 2 4 6 8 10 0+00 1+00 1+45 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 1+42 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 3+00 4+004+06 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 3+00 3+98 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 2+57 STA:0+50.42 ELEV:1.19 STA:1+17.71 ELEV:0.87 STA:1+22.73 ELEV:1.71 STA:0+25.76 ELEV:1.61 STA:0+92.24 ELEV:3.62 STA:0+74.40 ELEV:1.81 STA:1+22.48 ELEV:1.80 STA:1+27.50 ELEV:-0.43 STA:1+36.75 ELEV:-0.43 STA:1+41.68 ELEV:1.79 STA:1+58.90 ELEV:1.83 STA:0+92.36 ELEV:2.02 STA:2+60.80 ELEV:1.79 STA:3+19.90 ELEV:1.50 STA:3+79.77 ELEV:2.07 STA:3+49.47 ELEV:4.41 STA:0+60.54 ELEV:2.28 STA:1+34.79 ELEV:2.34 STA:1+41.53 ELEV:-0.42 STA:1+52.04 ELEV:-0.42 STA:1+58.80 ELEV:2.30 STA:1+90.74 ELEV:2.33 STA:2+21.20 ELEV:2.45 STA:3+10.66 ELEV:2.50 STA:3+24.18 ELEV:4.46 STA:3+47.32 ELEV:4.40 STA:3+77.28 ELEV:2.55 STA:0+41.70 ELEV:2.69 STA:0+49.65 ELEV:-0.42 STA:0+60.12 ELEV:-0.41 STA:0+68.11 ELEV:2.87 STA:1+79.68 ELEV:3.00 STA:2+49.57 ELEV:5.52 PROPOSED GRADE (TYP)EXISTING GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 GRADING SECTIONS (2 OF 3)9 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 30' 15 ' 2x VERTICAL EXAGGERATION 9 9 GRADING SECTION STA 06+83.23 8 9 GRADING SECTION STA 05+92.17 7 9 GRADING SECTION STA 04+71.44 6 9 GRADING SECTION STA 03+71.03 10 9 GRADING SECTION STA 07+50.80 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 3+00 3+54 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 3+00 3+08 -10 -8 -6 -4 -2 0 2 4 6 8 10 -10 -8 -6 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 2+56 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+39 STA:1+45.22 ELEV:3.00 STA:1+52.41 ELEV:-0.41 STA:1+61.43 ELEV:-0.41 STA:1+68.78 ELEV:3.00 STA:2+86.90 ELEV:3.00 STA:3+40.90 ELEV:5.63 STA:1+19.96 ELEV:6.46 STA:1+34.64 ELEV:-0.41 STA:1+43.78 ELEV:-0.41 STA:1+57.57 ELEV:6.26 STA:1+10.22 ELEV:2.64 STA:1+16.31 ELEV:-0.40 STA:1+25.31 ELEV:-0.40 STA:1+31.09 ELEV:2.48 PROPOSED GRADE (TYP) EXISTING GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 6 AND 7 GRADING SECTIONS (3 OF 3)10 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 14 10 GRADING SECTION STA 10+24.66 13 10 GRADING SECTION STA 09+14.82 12 10 GRADING SECTION STA 08+38.38 11 10 GRADING SECTION STA 07+86.70 30' 15 ' 2x VERTICAL EXAGGERATION 0 2 4 6 8 10 12 0 2 4 6 8 10 12 10+0011+0012+0013+0014+0015+0016+0017+0018+0019+00 STA:19+00.00 ELEV:1.63 STA:17+55.35 ELEV:1.36 0.19% PROPOSED THALWEG EXISTING GRADE TIE INTO EXISTING STREAMBED WEIR RD EXISTING INVERT ELEV 1.70 REMOVE EXISTING STONE BOX CULVERT 14 15 5 4 3 3 3 3 3 4 4 5 4 3 3 5 10115 10 7 5 2 00 3 4 11 5 3 5 10 8 2 3 3 8 3 5 17 5 10 2113 2013 1913 1813 1713 1613 1513 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+0 0 13+ 0 0 14+00 15+00 16 + 0 0 1 7 + 0 0 18+0 0 19+ 0 0 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELL 5 GRADING PLAN & PROFILE 11 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 240120 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT CONSTRUCTION ACCESS STAGING AREA CONSTRUCTION ENTRANCE PARCEL LINE TURBIDITY CURTAIN SILT FENCE LIMITS OF DISTURBANCE 60' 12 ' 5x VERTICAL EXAGGERATION NOTE: DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. W E I R R D . CELL 5 7 14 15 19 5 4 3 3 3 3 3 4 4 5 4 3 3 5 10115 10 7 5 2 4 1 1 5 3 5 10 8 3 3 8 3 5 17 5 10 5+00 6+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+0 0 13+ 0 0 14+00 15+00 16 + 0 0 1 7 + 0 0 18+0 0 19+ 0 0 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELL 5 TREATMENT PLAN (1 OF 2)12 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 200100 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT FILL PERIMETER DITCH AND GRADE AS SHOWN ON GRADING SECTIONS FILL INTERIOR DITCH AND GRADE TO MATCH ADJACENT WETLANT SURFACE FILL PERIMETER DITCH AND GRADE AS SHOWN ON GRADING SECTIONS FILL INTERIOR DITCH AND GRADE TO MATCH ADJACENT WETLANT SURFACE AREA OF INVASIVE PLANT TREATMENT AREA OF DITCH FILLING AND MICROTOPOGRAPHY LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT INVASIVE PLANT TREATMENT DITCH FILLING & MICROTOPOGRAPHY PARCEL LINE LIMITS OF DISTURBANCE W E I R R D . REMOVE 30IN CULVERT REMOVE 30IN CULVERT STONE BOX CULVERT TO BE REMOVED AND REPLACED (DESIGNED BY OTHERS) NOTE: 1. DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. 2. CULVERTS INDICATED FOR REMOVAL AND ABANDONED FARM EQUIPMENT WITHIN THE PROJECT LIMITS SHALL BE REMOVED AND DISPOSED OF ACCORDING TO SPECIFICATIONS. AREA OF DITCH FILLING AND MICROTOPOGRAPHY CONSTRUCT NEW CHANNEL CELL 5 7 14 15 19 5 4 3 3 3 3 3 4 4 5 4 3 3 5 10115 10 7 5 2 4 1 1 5 3 5 10 8 3 3 8 3 5 17 5 10 5+00 6+00 7+0 0 8+00 9+00 10 + 0 0 11 + 0 0 12+0 0 13+ 0 0 14+00 15+00 16 + 0 0 1 7 + 0 0 18+0 0 19+ 0 0 ELEVATION CHANGE CUT FILL MINIMUM ELEVATION CHANGE -8 -3 -2 -1 0 1 2 3 MAXIMUM ELEVATION CHANGE -3 -2 -1 0 1 2 3 7 COLOR 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELL 5 TREATMENT PLAN (2 OF 2)13 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 200100 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT W E I R R D . LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT PARCEL LINE LIMITS OF DISTURBANCE CUT-FILL TABLE CELL 5 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 1+87 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+08 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+66 -2 0 2 4 6 -2 0 2 4 6 0+00 1+00 2+00 2+46 -2 0 2 4 6 8 10 -2 0 2 4 6 8 10 0+00 1+00 2+00 2+11 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+96 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 1+73 STA:1+67.73 ELEV:7.28 STA:1+47.27 ELEV:6.88 STA:1+36.20 ELEV:6.92 STA:1+21.48 ELEV:3.10 STA:1+79.40 ELEV:6.89 STA:1+62.43 ELEV:6.10 STA:1+51.24 ELEV:6.25 STA:1+38.03 ELEV:3.10 STA:2+19.35 ELEV:7.01 STA:1+96.22 ELEV:5.13 STA:1+71.23 ELEV:4.49STA:1+56.76 ELEV:3.10STA:0+29.11 ELEV:3.00 STA:0+26.64 ELEV:3.00 STA:2+14.99 ELEV:6.87 STA:1+91.83 ELEV:4.62 STA:1+70.90 ELEV:4.31 STA:1+59.75 ELEV:3.38 STA:1+67.60 ELEV:9.14 STA:1+45.75 ELEV:4.74 STA:1+28.92 ELEV:4.53 STA:1+19.72 ELEV:3.32 STA:2+60.73 ELEV:8.33 STA:2+37.24 ELEV:5.18 STA:1+93.96 ELEV:4.30STA:1+82.00 ELEV:3.29 STA:1+48.38 ELEV:8.59 STA:1+31.79 ELEV:8.23 STA:1+17.86 ELEV:1.46 STA:1+09.76 ELEV:1.46 STA:1+06.73 ELEV:2.96 STA:1+01.82 ELEV:4.50 PROPOSED GRADE (TYP) EXISTING GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELL 5 GRADING SECTIONS 14 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 30' 15 ' 2x VERTICAL EXAGGERATION 15 14 16 14 17 14 18 14 19 14 20 14 21 14 GRADING SECTION GRADING SECTION GRADING SECTION GRADING SECTION GRADING SECTION GRADING SECTION STA 16+02.59 GRADING SECTION STA 18+08.76 10+0011+0012+0013+0014+0015+0016+0017+0018+0019+00 -2 0 2 4 6 8 10 -2 0 2 4 6 8 10 19+0020+0021+0022+0023+0024+0025+0026+0027+0028+0029+0030+0031+0032+0033+0034+0035+0036+0037+0038+0038+40 STA:38+10.71 ELEV:6.22 STA:36+60.50 ELEV:4.50 STA:35+34.60 ELEV:4.50 STA:31+69.95 ELEV:4.00 STA:19+20.00 ELEV:1.67 0.19%0.14%1.15%2 7 . 1 9 % -2 2 . 7 2 % 0.00% EXISTING GRADE PROPOSED THALWEG STA:19+00.00 ELEV:1.63 PROPOSED THALWEGSTONE BOX CULVERT 5 7 6 5 6 10 7 5 7 8 10 7 5 5 4 5 7 10 14 6 5 7 68 10 7 9 6 7 22 17 2 3 1 7 24 1725 17 26 17 27 17 28 17 2917 30 173117 32 17 18+0019+0020 + 0 0 21 + 0 0 22+00 23+00 24+0 0 25 + 0 0 2 6 + 0 0 27+00 28 + 0 0 29+00 30 + 0 0 3 1 + 0 0 32 + 0 0 3 3 + 0 0 34+00 35+00 36+00 37+ 0 0 38+ 0 0 38+3 5 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER 15 - CELLS 1-4 GRADING PLAN & PROFILE 15 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 16080 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT CONSTRUCTION ACCESS STAGING AREA CONSTRUCTION ENTRANCE PARCEL LINE LIMITS OF DISTURBANCE 160' 16 ' 10 x V E R T I C A L E X A G G E R A T I O N NOTE: DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. W E I R R D . 5 7 6 5 6 10 7 5 7 8 10 7 5 7 5 5 4 5 7 10 14 6 5 17 7 68 10 7 9 6 7 19+0020 + 0 0 21 + 0 0 22+00 23+00 24+0 0 25 + 0 0 2 6 + 0 0 27+00 28 + 0 0 29+00 30 + 0 0 3 1 + 0 0 3 2 + 0 0 3 3 + 0 0 34+00 35+00 36+00 37+ 0 0 38+ 0 0 38+3 5 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 1-4 TREATMENT PLAN (1 OF 2)16 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 16080 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT FILL EXISTING POOL FILL DITCH AND GRADE TO ADJACENT WETLAND ELEVATION LOWER AND IMPROVE TRAIL AS SHOWN ON GRADING SECTIONS FILL DICTH ALONG INSIDE PERIMETER OF CELL 2 AND GRADE FROM PATH TO THE CELL 2 WETLAND ELEVATION AT A SLOPE NO GREATER THAN 5:1 CLEAR VEGETATION AND IMPROVE ALL TRAILS ON THIS SHEET TO PROVIDE 5 FT WIDE WALKING PATH INSTALL 10 FT BOARDWALK DESIGNED BY OTHERS NOTE: 1. DO NOT DISTURB TREES WITH DIAMETER AT BREAST HIEGHT OF 12 INCHES OR GREATER. ALL OTHER TREES AND SHRUBS SHALL BE SALVAGED FOR REUSE AS LARGE WOOD OR WOODY DEBRIS. SEE SPECIFICATIONS. 2. CULVERTS INDICATED FOR REMOVAL AND ABANDONED FARM EQUIPMENT WITHIN THE PROJECT LIMITS SHALL BE REMOVED AND DISPOSED OF ACCORDING TO SPECIFICATIONS. 3. LARGE WOOD IS A FIELD SET ITEM TO BE COMPLETED WITH ONSITE OBSERVATION AND DIRECT INPUT FROM THE ENGINEER ON INSTALLATION DETAILS, CONFIGURATIONS, AND ADJUSTMENTS TO CONFORM THE WORK TO DESIGN INTENT, BASED ON CONDITIONS AT THE TIME OF CONSTRUCTION. LARGE WOOD TO BE INSTALLED ALONG CHANNEL, SEE LARGE WOOD TABLE, TYPICAL DETAILS, AND SPECIFICATIONS CONSTRUCT NEW CHANNEL EXCAVATE NEW POND CONSTRUCT NEW CHANNEL REMOVE FISH LADDER AND GRADE DAM EMBANKMENT STONE BOX CULVERT TO BE REMOVED AND REPLACED (DESIGNED BY OTHERS) RIFFLE BED (TYP) FES LIFT (TYP) LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT MICROTOPOGRAPHY PARCEL LINE LIMITS OF DISTURBANCE RIFFLE BED FES LIFT INSTALL 25 FT BOARDWALK DESIGNED BY OTHERS LOWER AND IMPROVE TRAIL AS SHOWN ON GRADING SECTIONS 5 7 6 5 6 10 7 5 7 8 10 7 5 7 5 5 4 5 7 10 14 6 5 17 7 68 10 7 9 6 7 19+0020 + 0 0 21 + 0 0 22+00 23+00 24+0 0 25 + 0 0 2 6 + 0 0 27+00 28 + 0 0 29+00 30 + 0 0 3 1 + 0 0 3 2 + 0 0 3 3 + 0 0 34+00 35+00 36+00 37+ 0 0 38+ 0 0 38+3 5 ELEVATION CHANGE CUT FILL MINIMUM ELEVATION CHANGE -8 -3 -2 -1 0 1 2 3 MAXIMUM ELEVATION CHANGE -3 -2 -1 0 1 2 3 7 COLOR 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 1-4 TREATMENT PLAN (2 OF 2)17 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 16080 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT PARCEL LINE LIMITS OF DISTURBANCE 0246810 0246810 0+00 1+00 2+00 2+66 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+52 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+52 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+74 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+59 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+14 STA:0+87.99 ELEV:5.63 STA:1+01.67 ELEV:3.36 STA:1+29.27 ELEV:3.30 STA:1+33.07 ELEV:1.81 STA:1+43.19 ELEV:1.82 STA:1+46.90 ELEV:3.32 STA:1+67.63 ELEV:3.31 STA:1+84.15 ELEV:5.73 STA:1+92.08 ELEV:5.94 STA:1+97.11 ELEV:4.61 STA:2+41.87 ELEV:8.74 STA:0+96.35 ELEV:5.64 STA:1+04.46 ELEV:3.87 STA:1+09.21 ELEV:3.87 STA:1+12.30 ELEV:2.37 STA:1+14.37 ELEV:2.37 STA:1+17.48 ELEV:3.87 STA:1+88.22 ELEV:3.88 STA:1+98.48 ELEV:5.70 STA:2+06.52 ELEV:5.70 STA:2+11.54 ELEV:4.56 STA:2+26.02 ELEV:4.71 STA:1+22.25 ELEV:4.59 STA:1+27.27 ELEV:3.74 STA:1+38.23 ELEV:3.74 STA:1+41.33 ELEV:2.74 STA:1+44.85 ELEV:2.75 STA:1+48.51 ELEV:3.75 STA:1+90.33 ELEV:3.74 STA:2+00.13 ELEV:5.70 STA:2+08.13 ELEV:5.70 STA:2+13.13 ELEV:4.86 STA:1+39.30 ELEV:4.73 STA:1+42.99 ELEV:4.11 STA:1+95.88 ELEV:4.13 STA:1+97.95 ELEV:3.13 STA:2+00.03 ELEV:3.13 STA:2+01.99 ELEV:4.13 STA:2+10.30 ELEV:4.13 STA:2+22.23 ELEV:5.70 STA:2+30.24 ELEV:5.70 STA:2+35.24 ELEV:4.45 STA:2+42.52 ELEV:4.40 STA:1+33.96 ELEV:5.00 STA:1+37.24 ELEV:4.41 STA:1+60.40 ELEV:4.42 STA:1+62.40 ELEV:3.42 STA:1+64.42 ELEV:3.42 STA:1+66.71 ELEV:4.43 STA:2+13.81 ELEV:4.40 STA:2+18.81 ELEV:5.70 STA:2+26.82 ELEV:5.70 STA:2+31.82 ELEV:4.58 STA:1+46.96 ELEV:5.94 STA:1+52.62 ELEV:4.77 STA:1+82.17 ELEV:4.76 STA:1+84.70 ELEV:3.76 STA:1+87.24 ELEV:3.76 STA:1+89.35 ELEV:4.76 STA:1+95.09 ELEV:4.76 STA:2+02.18 ELEV:7.65 PROPOSED GRADE (TYP) EXISTING GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 1-4 GRADING SECTIONS (1 OF 2)18 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 30' 15 ' 2x VERTICAL EXAGGERATION 27 18 GRADING SECTION STA 30+43.75 26 18 GRADING SECTION STA 28+61.77 25 18 GRADING SECTION STA 27+03.93 24 18 GRADING SECTION STA 24+97.71 23 18 GRADING SECTION STA 22+95.57 22 18 GRADING SECTION STA 19+95.92 0 2 4 6 8 10 12 0 2 4 6 8 10 12 0+00 1+00 2+00 2+21 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+26 0 2 4 6 8 10 0 2 4 6 8 10 0+00 1+00 2+00 2+91 -4 -2 0 2 4 6 8 10 -4 -2 0 2 4 6 8 10 0+00 1+00 2+00 3+00 3+27 0 2 4 6 8 10 0 2 4 6 8 10 0+00 0+80 STA:1+24.45 ELEV:9.45 STA:1+62.01 ELEV:5.03 STA:1+74.20 ELEV:5.03 STA:1+76.70 ELEV:4.03 STA:1+79.24 ELEV:4.02 STA:1+81.83 ELEV:5.02 STA:1+88.42 ELEV:5.03 STA:2+06.82 ELEV:9.20 STA:1+22.04 ELEV:5.43 STA:1+65.45 ELEV:5.21 STA:1+68.68 ELEV:4.22 STA:1+71.92 ELEV:4.22 STA:1+74.24 ELEV:5.22 STA:1+86.63 ELEV:5.35 STA:1+71.78 ELEV:5.43 STA:2+25.24 ELEV:5.35 STA:2+27.50 ELEV:4.35 STA:2+29.50 ELEV:4.35 STA:2+31.47 ELEV:5.35 STA:2+56.06 ELEV:5.31 STA:1+01.22 ELEV:6.16 STA:1+21.47 ELEV:-0.50 STA:1+88.78 ELEV:-0.50 STA:2+07.25 ELEV:5.50 STA:2+62.58 ELEV:5.51 STA:0+25.75 ELEV:6.27 STA:0+28.29 ELEV:5.14 STA:0+30.32 ELEV:5.14 STA:0+32.73 ELEV:6.23 PROPOSED GRADE (TYP) EXISTING GRADE (TYP) 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CELLS 1-4 GRADING SECTIONS (2 OF 2)19 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 30' 15 ' 2x VERTICAL EXAGGERATION 32 19 GRADING SECTION STA 37+15.98 31 19 GRADING SECTION STA 35+91.04 30 19 GRADING SECTION STA 34+27.19 29 19 GRADING SECTION STA 33+30.09 28 19 GRADING SECTION STA 31+89.94 NATIVE SOIL/ SALVAGED FILL 720 TYPICAL CHANNEL SECTION - FES LIFT TREATMENT STA 32+43.06 TO STA 35+34.60NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL FES LIFTS WITH SALVAGED FILL 2 1 2 1 2 1 6 FT TOP WIDTH 6 FT TOP WIDTH3 FT 1 F T 620 TYIPICAL CHANNEL SECTION STA 24+00.00 TO STA 32+43.06NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL 2 1 6 FT TOP WIDTH 1 F T 520 TYPICAL CHANNEL SECTION STA 22+50.00 TO STA 23+50.00NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL 2 1 8 FT TOP WIDTH 1. 5 F T 420 TYPICAL CHANNEL SECTION STA 21+50.00 TO STA 22+00.00NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL 2 1 10 FT TOP WIDTH 1. 5 F T 320 TYPICAL CHANNEL SECTION STA 20+50.00 TO STA 21+00.00NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL 2 1 12 FT TOP WIDTH 1. 5 F T 220 TYPICAL CHANNEL SECTION STA 17+55.35 TO STA 18+72.56, STA 19+04.30 TO STA 20+00.00NOT TO SCALE 2 1 NATIVE SOIL/ SALGAVED FILL 2 1 14 FT TOP WIDTH 1. 5 F T 120 TYPICAL CHANNEL SECTION STA 5+57.32 TO STA 9+83.89 NOT TO SCALE 21 NATIVE SOIL/ SALGAVED FILL 2 1 17 FT TOP WIDTH 2 F T FES LIFTS WITH SALVAGED FILL 18 IN THICK RIFFLE AGGREGATE 820 TYPICAL CHANNEL SECTION - RIFFLE WITH FES LIFT TREATMENT STA 36+60.50 TO STA 38+10.65NOT TO SCALE 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER CHANNEL DETAILS 20 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. ROOTWAD, TYP. PARTIALLY BURIED LOG, TYP. LOG FLUSH WITH CHANNEL BED, OR AS INDICATED BY ENGINEER AT TIME OF CONSTRUCTION FLOW BURIED LOG, TYP. CHANNEL SPANNING WOOD FOR IMPOUNDMENT AREA AND CHANNELS THROUGH THE BOGS NOT TO SCALE 3 21 TOP OF BANK VERTICAL SNAG, TYP. LOG SHALL BE BURIED BY MINIMUM VOLUME OF SOIL MEASURED FROM TOP OF LOG THAT IS EQUAL TO THE DBH OF THE LOG x 60% OF THE LOG LENGTH. ROOTWAD SHALL BE INCLUDED TO DETERMINE LENGTH. LARGE WOOD WITH SINGLE FES LIFT TYPICAL SECTION NOT TO SCALE 4 21 LOG TRENCH VAR. TOP WIDTH VAR. DEPTH AT MID-CHANNEL NATIVE SOIL VERTICAL SNAG OR PILE PLACEMENT. MINIMUM BURIAL 50% OF LOG LENGTH. FILL LIFTS WITH SALVAGED FILL1.0 FT. HEIGHT FES LIFT ON TOP OF LARGE WOOD 3 FT. MAXIMUM DEPTH TO BOTTOM OF POOL SEE: FABRIC ENCAPSULATED SOIL (FES) LIFT INSTALLATION DETAILS, SHEETS 22-23. 2 11 1 POOL OVERBANK FLOOD FLOW DIRECTION (DOWN VALLEY) PUSH LOG END INTO BOG SURFACE SLASH FOOTER LOG, TYP. LOG, TYP.BURIED VERTICAL SNAG OR PILE, TYP. FLO W LOG WITH ROOT WAD, TYP. LOG PLACEMENT NOTE: LARGE WOOD TO BE PLACED WITH THE ASSISTANCE OF THE ENGINEER AT THE TIME OF CONSTRUCTION. ACTUAL CONFIGURATIONS AND LOCATIONS MAY VARY DEPENDING ON THE MATERIALS AVAILABLE FOR CONSTRUCTION AND SITE CONDITIONS AT TIME OF CONSTRUCTION. TOP OF BANK TOE OF BANK TYPICAL WOOD PLACEMENT NOT TO SCALE 1 21 TYPICAL WOOD PLACEMENT BOG SURFACE AND EDGES OF OPEN WATER NOT TO SCALE 2 21 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER LARGE WOOD DETAILS 21 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. STAKES THROUGH BOTTOM FABRIC LAYER EXCAVATION LIMIT DOWNSTREAM FABRIC LAYER LAPS UNDER TYPICAL DETAIL FABRIC JOINING 2 22 3 FT MIN. OVERLAP NOT TO SCALE B B' SECTION A - A' FABRIC FOLD NOT TO SCALE STAKES 3 FT OC IN STAGGERED ROWS CONSTRUCTION FORM STAKES THROUGH BOTH FABRIC LAYERS 1 FT MIN 2 FT KEY TRENCH UPSTREAM FABRIC LAPS OV E R DOWNSTREAM FABRIC LAPS UNDER 3 22 ISOMETRIC DETAIL FABRIC JOINING NOT TO SCALE UPSTREAM FABRIC LAYER LAPS OVER BY 3 FT MIN. 45° SECTION B - B' FABRIC JOINING NOT TO SCALESTAKE THROUGH BOTTOM FABRIC LAYER STAKES THOUGH BOTH FABRIC LAYERS DOWNSTREAM FABRIC LAYER LAPS UNDER UPSTREAM FABRIC LAYER LAPS OVER INNER FABRIC TO BE BUTTED TOGETHER CONSTRUCTIONFORM TYPICAL DETAIL FOLDING OF OUTER FABRIC 1 22 NOT TO SCALE STAKES 3 FT OC INSTAGGERED ROWS A' A ALL FABRIC FORMS WILL BE LAPPED IN AN UPSTREAM TO DOWNSTREAM DIRECTION MAX. ANGLE 15° FABRIC FOLD STAKES 2 FT STAPLES 18 IN. ON CENTERWITH STAKES IN STAGGEREDROWS STAPLES 18 IN OC INSTAGGERED ROWS LEG WIDTH 0.6" TAPERED TO POINT STAPLE THICKNESS 0.4" WOODEN STAKE AND STAPLES FABRICATING DETAIL 2 X 4 STUD CUT TO 18" LONG NOT TO SCALE 4 22 FINISHED STAKES FILL KEY TRENCH WITH TOPSOIL AND COMPACT OVER COIR FABRIC 1 FT MIN. STAKE FABRIC TO BOTTOM OF KEY TRENCH EVERY 3 LF EDGE OF FABRIC 4" MIN FROM STAKE 2 FT MIN. KEY TRENCH DETAIL TERMINATION TRENCH NOT TO SCALE 6 22 1 FT MIN. STAKE FABRIC TO BOTTOM OF KEY TRENCH EVERY 3 LF EDGE OF FABRIC 4" MIN FROM STAKE 2 FT MIN. KEY TRENCH DETAIL TRANSITION TRENCH NOT TO SCALE 7 22 FILL KEY TRENCH WITH TOPSOIL AND COMPACT OVER COIR FABRIC WOVEN COIR FABRIC WRAP WOVEN (OUTER) COIR FABRIC NON-WOVEN (INNER) COIR FABRIC NATIVE SEED MIX FILL OR NATIVE SOIL WOODEN STAKES ON 3 FT CENTERS TOE DETAIL BIODEGRADABLE FABRICS AND STAKES 5 22 NOT TO SCALE GENERAL NOTES ON SECURING COIR FABRIC 1. SECURE THE OUTER FABRIC (WOVEN, WHERE APPLICABLE), WITH A WOODEN STAKE THROUGH THE FABRIC ON 3 FT CENTERS (SEE DETAIL VIEWS 1 - 3) NOTE: THE HOLES FOR STAKES SHALL NOT BE PRECUT. ALLOW THE STAKE TO BREAK THE MINIMUM NUMBER OF STRANDS AS IT IS BEING DRIVEN IN. DRIVE STAKES SO THAT 2" TO 3" OF THE TOP OF THE STAKE IS LEFT EXPOSED. 2. OUTER FABRIC ENDS SHALL BE JOINED BY LAPPING THE UPSTREAM PIECE OF FABRIC OVER THE DOWNSTREAM PIECE AS SHOWN IN DETAILS 1-3. OVERLAPS SHALL BE A MINIMUM OF 3 FT, INNER FABRIC ENDS SHALL BE BUTTED TOGETHER, NOT OVERLAPPED. OVERLAPS SHALL BE STAGGERED FROM LIFT TO LIFT BY A MINIMUM OF 15 FT. 3. STAKING SPACING IS DEFINED IN SPECIFICATIONS FOR FES LIFT AND SURFACE FABRIC. 1/4" LAG BOLT WITH NUT AND WASHER, TYP. 1 " SQUARE STEEL TUBING UPRIGHT 3/4" PLYWOOD 8 FT 1. 5 F T M A X 2 FT90°1 FT2 FT 1/4" X 2" STRAP STEEL LEGS TYPICAL DETAIL STREAM BANK CONSTRUCTION FORM - FES LIFT NOT TO SCALE 9 22 RECTANGULAR FRAME 1 " SQUARE STEEL TUBING 1/4" LAG BOLT WITH NUT AND WASHER, TYP. WELDED JOINTS, TYP. 3/4" PLYWOOD BOLTED TO STEEL FRAME 1/4" X 2" STRAP STEEL LEG90° TYPICAL DETAIL STREAM BANK CONSTRUCTION FORM - FES LIFT NOT TO SCALE 10 22 EDGE OF EXCAVATION CUT EXISTING STREAMBANK OR ADJACENT TREATMENT WHERE PRESENT, EMBED FABRICS INSTALLED ON ADJACENT SLOPE BEHIND FES LIFTS FES LIFT BOX END SEQUENCE DETAIL 1 - 1 . 5 F T 3 FT REMOVE SHADED PORTION NOTE: FES LIFT INNER FABRIC SHOULD BE INSTALLED WITHIN BOTH VERTICAL FACES OF THE BOX END 1.2.3.4.5.6. 1 - 1.5 FT SUGGESTED CONSTRUCTION SEQUENCE FES LIFT - BOX ENDS NOT TO SCALE 8 22 3 FT FLOW FLOW FLOW FLOW FLOW FRONT FACE ANGLE VARIES 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER FES LIFT DETAILS (1 OF 2)22 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. GENERAL INSTRUCTIONS FOR FABRIC ENCAPSULATED LIFTS 1. BANKS MAY BE CONSTRUCTED IN EITHER AN UPSTREAM OR DOWNSTREAM DIRECTION, AS LONG AS THE FABRIC IS OVERLAPPED IN THE PROPER DIRECTION. 2. PLACE A SERIES OF THREE OR MORE FORMS ON THE GROUND SO THAT THE FORMS FOLLOW THE PROPOSED STREAM BANK ALIGNMENT. BUTT THE ENDS OF THE FORMS TIGHTLY TOGETHER. 3. UNROLL THE OUTER FABRIC PARALLEL TO THE LONG AXIS OF THE CHANNEL AND POSITION IT SO THAT 3 FEET EXTENDS FOR EMBEDMENT ON THE BANK SIDE OF THE FORMS (FIG B), AND A MINIMUM 3 FEET EXTENDS LENGTHWISE BEYOND THE LAST FORM FOR OVERLAP. DRAPE THE REMAINDER OF THE FABRIC OVER THE TOP OF THE FORMS ON THE STREAM SIDE (FIG B). 4. UNROLL THE INNER FABRIC OVER THE TOP OF THE WOVEN COIR FABRIC (FIG B) AND POSITION IT SO THAT AT LEAST 1 FOOT OF THE INNER FABRIC EXTENDS AS AN EMBEDMENT LENGTH ON THE BANK SIDE OF THE FORMS (FIG B). DRAPE THE REMAINDER OF THE FABRIC OVER THE TOP OF THE FORMS ON THE STREAM SIDE AND ALIGN THE LONG EDGES OF THE FABRICS. STRETCH AND PULL THE FABRIC LAYERS TO REMOVE WRINKLES. 5. APPLY NATIVE RIPARIAN SEED MIX TO INNER FABRIC ALONG VERTICAL EDGE OF LIFT (FIG C). PLACE SPECIFIED FILL OVER THE FABRIC ON THE BANK SIDE OF THE FORMS. LEVEL THE FILL AND COMPACT TO 85-90 PERCENT RELATIVE COMPACTION (FIG C). 6. APPLY NATIVE RIPARIAN SEED MIX TO TOP OF FILL FROM THE FRONT OF THE LIFT TO 3 FT BACK FROM FRONT OF THE LIFT (FIG C). 7. FOLD THE LOOSE ENDS OF THE TWO COIR FABRIC LAYERS BACK OVER THE COMPACTED FILL MATERIAL AND STRETCH TIGHTLY TO REMOVE WRINKLES (FIG D). SECURE WITH WOODEN STAKES 1 PER 3 LF ALONG THE BACK EDGE AND INTO UNDISTURBED SOIL. 8. WHERE THE TOP OF THE LIFT MEETS THE GROUND SURFACE, EXCAVATE A KEY TRENCH 1.5 FEET WIDE AND 1 FOOT DEEP ALONG THE EDGE OF THE OUTER FABRIC LAYER, PARALLEL TO THE FORMS. SEED ENTIRE AREA OF TOP LIFT. SECURE FABRIC IN THE KEY TRENCH WITH WOODEN STAKES, 3 FT O.C. (FIG D) 9. BACKFILL THE KEY TRENCH WITH TOPSOIL AND CONTINUE TO APPLY SALVAGED FILL TO SMOOTHLY MERGE WITH EXISTING CONTOURS. APPLY NATIVE RIPARIAN SEED MIX TO KEY TRENCH AREA. (FIG D) 10. SUPPLEMENT LIFT STAKING WITH ADDITIONAL WOODEN STAPLES ON 18" CENTERS EXCEPT WHERE WOODEN STAKES HAVE ALREADY BEEN PLACED. REMOVE THE FORMS FROM THE FRONT OF THE COMPLETED LIFT AND FLATTEN FACE (FIG E). 11. DRIVE WILLOW STAKES AS SHOWN OR AS RECOMMENDED BY ENGINEER IN FIELD. WOVEN COIR (OUTER FABRIC) NON-WOVEN COIR (INNER FABRIC) 3 FT EMBEDMENT OUTER FABRIC 1 FT EMBEDMENT NON-WOVEN FABRICSTAKE THROUGH BOTH LAYERS 6 IN. BACK FROM FRONT EDGE EXISTING GROUND APPLY NATIVE RIPARIAN SEED TO FABRIC FACE SALVAGED FILL APPLY NATIVE RIPARIAN SEED TO FIRST 3 FT OF SOIL FOLD BOTH INNER AND OUTER FABRIC OVER SOIL FIG B. FIG D. FIG E. FIG A. BANK SIDE REMOVE CONSTRUCTION FORM PRIOR TO FLATTENING TO ACHIEVE THE 2H:1V SLOPE WHERE INDICATED. NO FLATTENING ON FES LIFTS OVER LARGE WOOD TOE PREPARE LEVEL SUB-GRADE PLACE FIRST STAKE 2 FT. BACK FROM LIFT TOE PLACE STAPLES ON 18 IN. CENTERS. SEE DETAILS SHEET 22 CHANNEL BOTTOM STREAM SIDE PLACE LIVE WILLOW STAKES AT TOP OF BANK ALONG LIFT, 2 FT. SPACING, DRIVE AT 45 DEGREE ANGLE TO GROUND WATER STAKE FABRICS IN PLACE ON 3 FT CENTERS. SEE DETAILS SHEET 22 STAKE OUTER FABRIC IN TERMINATION TRENCH. CHANNEL BOTTOM CHANNEL BOTTOM CHANNEL BOTTOM FIG C. FLOODPLAIN GRADE FLOODPLAIN GRADE FLOODPLAIN GRADE FLOODPLAIN GRADE FLOODPLAIN GRADE CONSTRUCTION FORM SEE: DETAILS 9-10, SHEET 22 CHANNEL BOTTOM TYPICAL DETAIL FES LIFT CONSTRUCTION SEQUENCE NOT TO SCALE A 23 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER FES LIFT DETAILS (2 OF 2)23 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SECTION ELEVATION VARIATION +/- 2FT EXISTING GROUNDPROPOSED GRADE NOTES: ·MOUND CONFIGURATION WILL VARY DEPENDING ON EXISTING VEGETATION AND ACCESS CONSIDERATIONS. MAINTAIN EXISTING MATURE WOODY VEGETATION ·TOPOGRAPHIC MOUNDS ARE INTENDED TO MIMICK NATURAL BOG MICROTOPOGRAPHY. MOUNDS SHALL BE SHAPED TO MIMIC BOG HUMMOCKS CREATED BY NATIVE SHRUBS, HERBACEOUS PLANTS, AND NURSE LOGS. ·TYPICAL MOUND DIMENSIONS ARE APPROXIMATELY 3' TO 8' ACROSS. ·PEAKS OF MOUNDS SHALL BE 10 TO 20 FEET APART NOT TO SCALE241TYPICAL DETAIL - MICROTOPOGRAPHY PLAN +0.5 FT +1 FT -0.5 FT -1 FT EXISTING MARSHPLAIN ELEVATION -0.5 FT -1 FT 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER MICROTOPOGRAPHY DETAILS 24 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. NATURAL EXAMPLES OF MICROTOPOGRAPHY 5 7 6 5 6 10 7 57 8 10 7 5 57 9 7 5 5 4 5 7 10 14 15 19 5 4 3 3 3 3 3 4 45 4 3 3 5 10115 6 5 10 7 5 2 0 0 -2 003 4 11 1 01 3 2 2 5 3 5 10 8 4 1 0 04 0 1 2 3 2 5 2 44 12 33 8 3 5 17 7 6 8 10 7 96 7 3 5 5 10 2 3 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER REVEGETATION PLANS 25 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. SCALE IN FEET 0 480240 BAR LENGTHS MEASURE 1-INCH ON 22 IN. X 34 IN. PRINT LEGEND EXISTING 1 FT. CONTOUR EXISTING 5 FT. CONTOUR PROPOSED 1 FT. CONTOUR PROPOSED 5 FT. CONTOUR PROPOSED ALIGNMENT LIMIT OF DISTURBANCE PLANTING ZONES: SALT MARSH ZONE TRANSITION ZONE FORESTED WETLAND ZONE CELL 1 CELL 2 CELL 3 CELL 4 CELL 5 CELL 6 CELL 7 FORESTED WETLAND ZONE (TYP) TRANSITION ZONE (TYP) SALT MARSH ZONE (TYP) Salt Marsh: MTL - MHHW (0.78-1.1 ft) = 0.4 acres Botanical Name Common Name Stock Type Stock size Spacing (on center)Quantity Spartina alterniflora smooth cordgrass plug 2" 1.5 3330 Spartina patens saltmeadow cordgrass plug 2" 1.5 1940 Distichlis spicata salt grass plug 2" 1.5 1160 Salicornia depressa common saltwart plug 2"1.5 540 Limonium carolinana sea lavender plug 2" 1.5 540 Suaeda maritima sea-blite plug 2"1.5 230 Transition (Fresh/brackish marsh & shrubland): MHHW-HAT (1.1-1.75 ft) = 0.8 acres Botanical Name Common Name Stock Type Stock size Spacing (on center)Quantity Typha angustifolia narrow-leaved cattail pot 4" 3.0000 3720.000 0 Bolboschoenus robustus saltmarsh bulrush plug 2" 1.5000 1740.000 0 Acorus calamus sweet flag plug 2" 1.5000 1740.000 0 Zizania aquatica wild rice plug 2" 1.5000 1740.000 0 Mikania scandens climbing helpweed plug 2" 1.5000 1740.000 0 Spartina cynosuroides salt reedgrass plug 2"1.5000 1160.000 0 Carex stricta tussock-sedge plug 2" 1.5000 2320.000 0 Spartina pectinata freshwater cordgrass plug 2" 1.5000 1160.000 0 Myrica gale sweet gale pot 1 gal 15.0000 90.0000 Alnus serrulata smooth alder pot 1 gal 15.0000 60.0000 Forested wetland (Atlantic white cedar swamp): >HAT (>1.75 ft) = 14.2 acres Botanical Name Common Name Stock Type Stock Size Spacing (on center)Quantity Chamaecyparis thyoides Atlantic white cedar pot 3 gal 30.0000 480.0000 Acer rubrum red maple pot 3 gal 30.0000 100.0000 Pinus rigida pitch pine pot 3 gal 30.0000 100.0000 Clethra alnifolia sweet pepperbush pot 1 gal 15.0000 310.0000 Vaccinium corymbosum highbush blueberry pot 1 gal 15.0000 310.0000 Rhododendron viscosum swamp azalea pot 1 gal 15.0000 310.0000 Smilax rotundifolia greenbrier pot 1 gal 15.0000 310.0000 Ilex glabra inkberry pot 1 gal 15.0000 210.0000 Gaylussacia frondosa dangleberry pot 1 gal 15.0000 210.0000 Kalmia angustifolia sheep laurel pot 1 gal 15.0000 210.0000 Eubotrys racemosa fetterbush pot 1 gal 15.0000 210.0000 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER RESOURCE AREA IMPACTS (1 OF 2)26 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. 220 Concord Avenue, 2nd Floor Cambridge, MA 02138 617.714.5537 www.interfluve.com OF C: \ U s e r s \ m a r c e l \ D o c u m e n t s \ W o r k i n g F i l e s \ B a s s R i v e r \ 0 3 - 0 1 - 2 1 \ I F I _ B a s s R i v e r _ E - G r a d e . d w g - m a r c e l - 5 / 2 1 / 2 1 MYS - SL, MYS, NN ---- CC 20-05-16 BASS RIVER HEADWATERSYARMOUTH MAFRIENDS OF THE BASS RIVER RESOURCE AREA IMPACTS (2 OF 2)27 27 SHEET REVISION DESCRIPTION PROJECT CHECKED APPROVED DRAWN DATE DESIGNED DATEBYNO. Tighe&Bond ATTACHMENT H Upper Bass River Restoration Dennis, MA Hydraulic & Hydrologic Study Draft prepared by Woods Hole Group, September 2024 This document contains confidential information that is proprietary to the Woods Hole Group, Inc. Neither the entire document nor any of the information contained therein should be disclosed or reproduced in whole or in part, beyond the intended purpose of this submission without the express written consent of the Woods Hole Group, Inc. Upper Bass River Restoration Yarmouth, MA Hydraulic & Hydrologic Study September 2024 Prepared for: Friends of Bass River Prepared by: Woods Hole Group A CLS Company 107 Waterhouse Road Bourne, MA 02532 USA (508) 540-8080 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration i September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table of Contents 1.0 PROJECT DESCRIPTION AND SUMMARY ....................................................................... 4 2.0 DATA COLLECTION ....................................................................................................... 4 23.1 WATER COLUMN MEASUREMENTS ...................................................................................... 5 3.1.1 Methodology ........................................................................................................... 7 3.2 TOPOGRAPHIC AND BATHYMETRIC DATA COLLECTION .................................................................... 7 3.0 ENGINEERING METHODS ............................................................................................ 10 3.1 MODEL DESCRIPTION ............................................................................................................ 10 3.2 MODEL CONFIGURATION ........................................................................................................ 11 3.2.1 Computational Grid Generation ........................................................................... 11 3.2.2 Model Topography and Bathymetry ..................................................................... 12 3.3 MODEL CALIBRATION & VALIDATION (EXISTING CONDITIONS) ....................................................... 14 4.0 DESIGN ALTERNATIVE ASSESSMENT ........................................................................... 20 4.1 ALTERNATIVE HYDRAULIC DESIGN SCENARIOS ............................................................................ 20 4.2 DESIGN ALTERNATIVE SIMULATION RESULTS ............................................................................... 24 4.2.1 Water Levels: Current Day Tides........................................................................... 24 4.2.2 Peak Water Levels: 2070 Tide with Sea Level Rise ............................................... 26 4.2.3 Peak Water Levels: Current Day Storm Events ..................................................... 28 4.2.4 Peak Water Levels: 2070 Storm Events ................................................................ 30 5.0 CONCLUSIONS ............................................................................................................ 32 6.0 REFERENCES ............................................................................................................... 33 APPENDIX A: FEMA DATA AND MAPS .................................................................................. 34 APPENDIX B: MC-FRM DATA AND MAPS .............................................................................. 38 APPENDIX C: EFDC-BRR INUNDATION MAPS ........................................................................ 40 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration ii September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page List of Figures Figure 1. Tide gauge station locations in the Bass River Restoration project area from Route 28 to the headwaters at Miss Thatcher’s Pond. ..................................................................... 6 Figure 2. Bathymetric survey extents and values in the Bass River system. ............................. 8 Figure 3. Elevation and bathymetry survey extents and values in Crab Creek. ........................ 9 Figure 4. EFDC-BRR curvilinear model domain, Hamblin’s Brook and relic cranberry bogs shown in the yellow outlined callout. ................................................................................... 12 Figure 5. EFDC-BRR combined topography and bathymetry for Bass River model domain. .. 13 Figure 6. Model Calibration of water levels at Station BR1 (Main Street/Route 28). ............. 15 Figure 7. Model Calibration of water levels at Station BR2 (Highbank Road). ........................ 16 Figure 8. Model Calibration of water levels at Station BR3 (Follins Pond). ............................. 16 Figure 9. Model Calibration of water levels at Station BR4 (Mill Pond). ................................. 17 Figure 10. Model Calibration of water levels at Station BR5 (Miss Thatcher’s Pond). .......... 17 Figure 11. Peak water levels from the MC-FRM superimposed on the observed water levels at station WC1 in Bass River in 2023. ....................................................................................... 22 Figure 12. Peak storm water levels from the MC-FRM in Bass River in 2070. ...................... 23 Figure 13. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). 24 Figure 14. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). 26 Figure 15. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). 28 Figure 16. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). 30 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration iii September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page List of Tables Table 1. Tide Gauge locations for the Upper Bass River Restoration Project .......................... 5 Table 2. Tidal datums at each tide gauge station in feet-NAVD88. ......................................... 7 Table 3. Roughness length specified in the EFDC-BRR model by elevation range. ................ 14 Table 4. Error Statistics for simulated and measured Water Surface Elevation throughout Bass River. ............................................................................................................................. 19 Table 5. Extreme coastal storm elevations extracted from FEMA, the MC-FRM, and the USACE North Atlantic Coastal Comprehensive Study for current Climatology at the confluence of Nantucket Sound and Bass River. .................................................................. 21 Table 6. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for existing conditions .............................................................................................................................. 25 Table 7. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for design conditions. ............................................................................................................................. 25 Table 8. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for existing conditions in 2070. ................................................................................................................ 27 Table 9. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for design conditions in 2070. ................................................................................................................ 27 Table 10. Instantaneous peak water levels at key locations in the EFDC-BRR model for existing conditions. ............................................................................................................... 29 Table 11. Instantaneous peak water levels at key locations in the EFDC-BRR model for design conditions. ............................................................................................................................. 29 Table 12. Instantaneous peak water levels at key locations in the EFDC-BRR model for existing conditions in 2070. .................................................................................................. 31 Table 13. Instantaneous peak water levels at key locations in the EFDC-BRR model for design conditions in 2070. ................................................................................................................ 31 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 4 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 1.0 PROJECT DESCRIPTION AND SUMMARY Bass River is a tidally influenced river located in Dennis and Yarmouth on Cape Cod, Massachusetts. The river extends approximately 7.75 river miles from the mouth at Nantucket Sound to the headwaters at Miss Thatcher’s Pond. For this Hydraulic and Hydrologic (H&H) study, Bass River also includes Miss Thatcher’s Pond, Hamblin’s Brook, Mill Pond, Crab Creek, Follin’s Pond, Kelley’s Bay and Grand Cove. There are currently five (5) road crossings at Bass River: Route 28, Highbank Road, Route 6, North Dennis Road, and Weir Road. Immediately downstream of the Route 6 river crossing, the Cape Cod Rail Trail (CCRT) crosses the river using part of the existing railway embankment. The North Dennis Road stream crossing was replaced in 2006. Subsequently in 2018, the Cape Cod Rail Trail (CCRT) river crossing was widened from approximately 50ft to 150 ft. The new downstream opening at CCRT increased the tide range in Follins Pond just downstream of the North Dennis Road crossing resulting in the culvert being undersized for the new flow regime. The undersized culvert has resulted in high currents in Crab Creek in the vicinity of the culvert. The high velocities, especially during storm events, have resulted in significant bank scour, undercutting and loss of channel bank. In 2020, Woods Hole group, in support of Friends of Bass River, conducted a Hydraulic and Hydrologic (H&H) study recommending that the existing 6 ft by 6 ft culvert at North Dennis Road be replaced with a 60-ft single span bridge to optimize tidal restoration to Mill Pond. Concurrent to the North Denni s Road study, InterFluve conducted an analysis and design of the relic cranberry bogs upstream of Mill Pond. This study was conducted to expand the model domain from subsequent studies to include Bass River from Wrinkle Point to the headwaters at Miss Thatcher’s Pond and to assess any potential changes in tidal regime that may result from downstream channel impro vements at or below Route 6/Kelley’s Bay. Additional bathymetric and tidal characteristic data was collected to expand the existing model and to assess the potential for upland inundation impacts for the design conditions relative to the existing Bass River estuarine system. Results from the expanded model were consistent with previous efforts, resulting in additional inundated areas upstream of Mill Pond for the revised crossing during present day storm events. In 2070, with 4.1 feet of sea level rise, the impacts of the expanded openings are negligible. 2.0 DATA COLLECTION The initial phase of the study included field data collection throughout the Bass River estuarine system. Field data collection was conducted for three (3) overarching purposes: 1) to gain an understanding of the hydraulic characteristics in the system as currently configured, 2) to provide an accurate representation of the topography and bathymetry in the system, and 3) to provide information to develop the EFDC-BRR model domain and boundary conditions. The field effort consisted of the collection of water level, salinity and temperature data, bathymetry data, and an elevation survey of the marsh surface/hydraulic structures. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 5 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 23.1 WATER COLUMN MEASUREMENTS Woods Hole Group installed five (5) tide gauges in the Bass River estuarine system to examine the existing hydrodynamics, as well as to inform modelling efforts. The stations were located in Bass River just upstream of Main Street (Massachusetts Route 28), upstream of Highbank Road, upstream of the Mid Cape Highway (Route 6) in Kelley’s Bay, the upstream end of Mill Pond near Point of Rock Road, and in Miss Thatcher’s Pond. Table 1 and shown in Figure 1. Table 1. Tide Gauge locations for the Upper Bass River Restoration Project Station Latitude Longitude BR1 41.666063 70.178850 BR2 41.685807 70.160861 BR3 41.698943 70.171256 BR4 41.704776 70.208782 BR5 41.697078 70.216696 At each tide gauge station an In-Situ AquaTroll AT-200 was deployed measuring temperature, conductivity, and absolute pressure. Gauges were deployed on June 7th, 2023, and recovered on July 18th, 2023, for a total deployment period of 39 days. Additionally, an Onset HOBO pressure sensor was installed nearby to capture a site-specific atmospheric pressure record during the deployment period. All instruments were surveyed upon installation and recovery with a Trimble R8 RTK GPS to provide an instrument elevation relative to the vertical datum NAVD88 in units of feet. Total pressure measured by each AT-200 were post-processed to remove local atmospheric pressure fluctuations to calculate the height (depth) of the water column measured at each location. Surveyed sensor elevation data were used to reference the water column height (depth) data series to a water surface. On recovery, stations BR4 and BR5 were found to be buried in ~1 inch of light/soft mud. While this impacted some of the salinity data, the pressure record was unaffected. Temporally collocated precipitation data for the 39-day deployment period was acquired from the Hyannis Airport (HYA). Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 6 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 1. Tide gauge station locations in the Bass River Restoration project area from Route 28 to the headwaters at Miss Thatcher’s Pond. Miss Thatcher’s Pond Follins Pond Mill Pond Mid-Cape Highway Route 28 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 7 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 3.1.1 Methodology The time series of water surface elevation (NAVD88 feet) at each station was analyzed to produce tidal datums for each record. The tidal datums calculated include Mean Higher High Water (MHHW), Mean High Water (MHW), Mean Tide Level (MTL), Mean Low Water (MLW), and Mean Lower Low Water (MLLW). The mean tide range was calculated as the difference between MHW and MLW at each station. Tidal benchmarks were calculated using the 39-day record during equipment deployment and are not comparable to standard NOAA tidal benchmarks, which are computed over a 19-year tidal epoch. Calculated tidal datums at each station are listed in Table 2. Table 2. Tidal datums at each tide gauge station in feet-NAVD88. BR1 BR2 BR3 BR4 BR5 MHHW 2.5 2.3 2.2 1.3 7.2 MHW 2.1 1.9 1.8 1.1 7.2 TDL 0.4 0.5 0.6 0.9 7.2 MLW -1.2 -0.9 -0.5 0.6 7.2 MLLW -1.4 -1.1 -0.6 0.6 7.2 Tide Range 3.3 2.8 2.3 0.5 0.0 3.2 TOPOGRAPHIC AND BATHYMETRIC DATA COLLECTION In order to expand the existing model, additional bathymetric data was collected for Bass River downstream of Kelley’s Bay. Figure 2 shows the extent of all bathymetric and topographic surveys, with elevations ranging from -29 feet, NAVD88, at the mouth of the system to -1 feet in Crab Creek. Additionally, as a result of the high velocities from recent storm events, updated bathymetry was collected in Crab Creek to supplement the data collected in the 2020 modeling effort. Figure 3 shows the elevation survey of Crab Creek, including roadway elevations of 8 feet, NAVD88. Upstream of the culvert under N. Dennis Road in Crab Creek there is a scour pit deeper than the surrounding elevations due to the influence of the tidal currents. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 8 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 2. Bathymetric survey extents and values in the Bass River system. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 9 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 3. Elevation and bathymetry survey extents and values in Crab Creek. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 10 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 3.0 ENGINEERING METHODS Similar to previous studies conducted by Woods Hole Group for the Upper Bass River estuarine system, a two-dimensional (2-D) hydrodynamic model was developed the system. The 2-D model provides additional insight into spatial variations in tidal benchmarks and salinity within the system and expands the previously modeled domain from Kelley’s Bay downstream to Wrinkle Point while providing additional resolution near the headwaters of the estuary. Sections 3.1 and 3.2 describe the development of the hydrodynamic model; details are provided for the model configuration, boundary conditions, and calibration steps performed. Section 3.3 describes results from the existing conditions model runs, while Section 3.4 describes the alternatives evaluated using the 2-D model. 3.1 MODEL DESCRIPTION The Environmental Fluid Dynamics Code (EFDC) model, originally developed at the Virginia Institute of Marine Science (VIMS) (Hamrick, 1992), was chosen to model the hydrodynamics of the complex estuarine system of Bass River as it is capable of monitoring salinity changes in the system and to maintain continuity with previous modeling efforts in Bass River . The EFDC model can be applied as a two- or three-dimensional model with capabilities for simulating a diverse range of environment flow and transport problems. The model has been applied to numerous aquatic systems including Chesapeake Bay (Hamrick, Linking Hydrodynamic and Biogeochemical Transport Models for Estuarine and Coastal Waters, 1994), Mobile Bay in Alabama, Cape Fear River in North Carolina, and the Suwannee River in Florida. The model has been applied to studies of circulation, discharge dilution, water quality, TMDL, and sediment transport. EFDC can predict hydrodynamics and water quality in multiple dimensions and is a widely accepted EPA approved model. EFDC is also capable of simulating 22 water column state variables (e.g., nitrogen, algae, DO, phosphorus, carbon). The EFDC model solves the two-dimensional, vertically hydrostatic, free surface, turbulent- averaged equations of motions for a variable-density fluid. The model includes dynamically coupled transport equations for turbulent kinetic energy, turbulent length scale, salinity, and temperature. In addition, the EFDC model simulates cohesive and noncohesive sediment transport, eutrophication processes, both near field and far field dilution of discharges, and transport and fate of toxic contaminants. The model can simulate multiple size classes of cohesive and noncohesive sediments along with the associated deposition and resuspension processes and bed geomechanics. The transport of toxins in both water and sediment phases is simulated. The model allows for the wetting and drying of shallow areas using a mass conservation scheme. The effects of waves can also be incorporated in nearshore simulations by specifying externally generated radiation stresses. Externally specified wave dissipation due to wave breaking and bottom friction can also be incorporated in the turbulence closure model as source terms. EFDC also includes measures for simulating flow control structures and highly vegetated areas. An embedded single and multi-port buoyant jet module is also included for coupled near and far field mixing analyses. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 11 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page The EFDC model implements a mass conservation solution scheme for the Eulerian transport equations, which is at the same timestep or twice the time step of the momentum equation solution. The advective step of the transport solution uses either a central difference scheme or a hierarchy of positive definite upwind difference schemes. The horizontal diffusion step is explicit in time, while the vertical diffusion step is implicit. Horizontal boundary conditions include material or constituent inflow concentrations, which can be specified as being depth- dependent and both constant and time-variable. The EFDC model can be used to drive a number of external water quality models using internal linkage processing procedures (Hamrick, 1992) . 3.2 MODEL CONFIGURATION This section presents the site-specific data utilized to configure the EFDC model. The development of the EFDC Bass River Restoration (EFDC-BRR) model required configuration so that the underlying bathymetry/topography and hydrodynamics of the marsh system and the various hydraulic controls were adequately represented in the model. The required data included topographic-bathymetric data to define the model geometry, culvert geometry data to define the hydraulic structures, and measured water characteristics to provide boundary conditions and calibration points throughout the system. 3.2.1 Computational Grid Generation Grid generation is one of the first steps in developing a 2-D model. The computational grid represents a generalization of topography and bathymetry of the study area with varying resolution. The extent of the EFDC-BRR model was created by visual inspection of aerial imagery and LiDAR elevations of the upland areas. The model extents were chosen to encompass Bass River from Wrinkle Point near the mouth of the river and downstream of Route 28 to Miss Thatcher’s Pond in the northeast. EFDC uses a curvilinear model grid made up of quadrilateral cells. The curvilinear grid allows for variable computational cell sizes for more detailed resolution in areas of importance, and varying cell face widths, allowing for more accurate representation of a system’s geometry, which is especially important in Hamblin’s Brook and in the relic cranberry bogs between Mill Pond and Miss Thatcher’s Pond. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 12 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 4. EFDC-BRR curvilinear model domain, Hamblin’s Brook and relic cranberry bogs shown in the yellow outlined callout. 3.2.2 Model Topography and Bathymetry The topography and bathymetry specified at each cell in the EFDC-BRR Model were defined using a combination of hydrographic and topometric surveys conducted in 2023 (discussed in section 3.2) in support of this project. Elevations for cells outside of the surveyed areas downstream of Mill Pond were specified using the 2021 USGS LiDAR dataset for Central Eastern Massachusetts and elevations upstream of Mill Pond in Hamblin’s Brook, the relic cranberry bogs, and Miss Thatcher’s Pond used the combined topographic survey and LiDAR raster provided to Woods Hole Group by InterFluve. The topographic and bathymetric datasets were utilized to refine the computational grid and the best available datasets for each area within model domain (combining all the topographic and bathymetric surveys, LiDAR datasets, elevation, and RTK survey points) were interpolated to the curvilinear grid. Figure 5 shows the final topography and bathymetry of the EFDC-BRR model domain developed using these datasets. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 13 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 5. EFDC-BRR combined topography and bathymetry for Bass River model domain. Miss Thatcher’s Pond Wrinkle Point Follins Pond Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 14 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 3.3 MODEL CALIBRATION & VALIDATION (EXISTING CONDITIONS) After completion of model grid development, the model was calibrated to the measured water level and salinity data collected by Woods Hole Group. Model calibration is the process in which model parameters are systematically adjusted within a range of acceptable values and results are examined using standard error metrics to determine which configuration provides the best agreement between modeled variables and the measurements. Two types of boundary conditions were applied in the hydrodynamic model as follows: 1) a water level boundary at the downstream end of the EFDC-BRR model at Wrinkle Point and a flow boundary at Miss Thatcher’s Pond developed from the measured water surface elevations from station BR6. Hourly precipitation from the available from the Hyannis Airport was also applied in the model to account for additional freshwater inflows on the model domain from rain events. EFDC accounts for bottom friction losses in the model by applying a spatially-variable roughness length. For the EFDC-BRR model, variations in friction were applied using an elevation-based schematization, where the roughness length was specified for cells within a set range of elevations (i.e., deeper cells having a lower roughness length and shallower cells, which are subject to vegetative resistance etc., having a higher roughness length). Table 3 lists the roughness lengths used in the EFDC-BRR model based on the grid cell elevations. Table 3. Roughness length specified in the EFDC-BRR model by elevation range. Elevation (ft-NAVD88) Roughness Length Elevation less than -5.7 0.0013 Elevation between -5.7 & -4.9 0.0025 Elevation between 5.7 & 6.4 0.0030 Elevation greater than 6.4 0.0045 Model results for the seven (7)-day calibration period were first inspected visually to determine model efficacy in representing conditions throughout Bass River at the five (5) monitoring stations. For this phase of the study, priority was placed on water surface elevations as the assessment is focused primarily on inundation response during storm events and sea level rise . Modeled water levels were compared with observations to assess that the model was accurately representing the tidal hydraulics and freshwater/saltwater exchange. Figure 6 shows a comparison of modeled water levels (orange) and observed water levels (blue) at the farthest downstream tide gauge, station BR1. Moving upstream to station BR2, shown on Figure 7, and BR3 (Figure 8) there is only some minor deviation between model results (orange) and observations (blue) at low tides. Figure 9 shows water level in Mill Pond (Station BR4) with close agreement between observations and in orange and model results in blue. At the uppermost Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 15 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page station in Miss Thatcher’s Pond (Figure 10) there is a positive bias with the model results (orange) consistently higher than the measured water levels, however there is no apparent tidal signal and the station serves as a source of freshwater input into the Bass River system. Figure 6. Model Calibration of water levels at Station BR1 (Main Street/Route 28). 2 2 2 5 6 a t e r u r a c e l e a o n 88 Time ays BRR Model Results at ta on BR BS M Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 16 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 7. Model Calibration of water levels at Station BR2 (Highbank Road). Figure 8. Model Calibration of water levels at Station BR3 (Follins Pond). 2 .5 .5 .5 .5 2 2.5 .5 2 5 6 Wa t e r S u r f a c e l e v a o n ( A 88 ) Time ( ays ) BRR Model Results at ta on BR2 BS M .5 .5 .5 .5 2 2.5 2 5 6 a t e r u r a c e l e a o n 88 imula on Time ays BRR Model Results at ta on BR BS M Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 17 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 9. Model Calibration of water levels at Station BR4 (Mill Pond). Figure 10. Model Calibration of water levels at Station BR5 (Miss Thatcher’s Pond). .2 . .6 .8 .2 . .6 .8 2 5 6 Wa t e r S u r f a c e l e v a o n ( A 88 ) Time ( ays) BRR Model Results at ta on BR BS M 2 5 6 8 2 5 6 a t e r u r a c e l e a o n 88 Model imula on Time ays BRR Model Results at ta on BR BS M Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 18 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page In addition to the visual comparison provided by the time series plots, statistical model error parameters were calculated to validate model results including Bias, Root Mean Square Error (RMSE), and relative error based on discrete modeled and observed values from the time series. The Bias, RMSE, and relative error are calculated as follows: () n Pp Bias n obs− =1 mod (1) () n pp RMSE n obs− =1 2 mod (2) 𝑹𝒅𝒍𝒂𝒓𝒊𝒗𝒅 𝑬𝒓𝒓𝒐𝒓 =𝑷𝒍𝒐𝒅 ̅̅̅̅̅̅̅̅− 𝑷𝒐𝒂𝒓 ̅̅̅̅̅̅̅̅ 𝑷𝒐𝒂𝒓 ̅̅̅̅̅̅̅̅ (3) where Pmod and Pobs are the modeled and observed values respectively and n is the number of discrete values in the time series. The bias provides a measure of how close on average the modeled results are to the observed data. A positive value indicates that the model is over-predicting the observation, while a negative value indicates that the model is under-predicting the observations; a bias of zero indicates that, on average, the model accurately reproduces the observations. As such, a low bias value indicates the model is simulating the observed data reasonably. The RMSE is an average of the magnitude of the error. RMSE is always positive with smaller values indicating better model performance. The error parameters for the EFDC-BRR model calibration are shown in Table 4 for water levels. These data indicate a good comparison between the modeled and observed data at the calibration points (RMSE less than 1.7 inches at all tidal stations and . inches at Miss Thatcher’s Ponf) and that the model can be applied to represent the relative changes expected from the various alternatives evaluated. The U.S. EPA gives technical guidance on error statistic criteria for calibrating estuarine water quality models (EPA, 1990). In these g uidelines, relative errors computed for hydrodynamic model variables (e.g., water surface elevation) should be less than 30% in order to achieve adequate calibration. The relative errors associated with the Bass River Restoration model are well below these EPA guidelines (9% being the highest at BR3) and the visual comparisons also indicate the model is well calibrated for existing conditions and can be utilized for the assessment of different scenarios and alternatives. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 19 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table 4. Error Statistics for simulated and measured Water Surface Elevation throughout Bass River. RMSE (ft) Bias (ft) Relative Error (%) BR1 0.13 0.02 -4.21 BR2 0.08 0.03 -4.23 BR3 0.14 0.07 -9.13 BR4 0.07 -0.04 3.92 BR5 0.41 0.40 -5.41 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 20 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 4.0 DESIGN ALTERNATIVE ASSESSMENT In 2020, Woods Hole Group collaborated with Tighe & Bond and InterFluve to develop an optimal opening size for the uppermost stream crossings at Weir Road and North Dennis Road. An array of culvert configurations and bridge widths were evaluated with the final preferred analysis selected to optimize tidal exchange, minimize residence time of runoff contaminants, and potentially increase salinity to revitalize potential shellfish population in Mill Pond. Ultimately, the design team selected a 60-foot single span bridge to replace the undersized culvert under North Dennis Road and a 20-ft single span bridge to replace the failing culvert under Weir Road. This phase of the H&H study was undertaken to verify flow potential at both stream crossings should additional downstream channel modifications occur and to ascertain potential impacts to property owners during low frequency storm events. 4.1 ALTERNATIVE HYDRAULIC DESIGN SCENARIOS To ascertain the performance of the preferred alternative under a wide range of possible conditions, eight (8) scenarios were simulated with the alternative bridge crossings in place. These hydraulic design scenarios were selected to replicate a robust array of surge events, determine the effects of projected sea level rise, and generate tidal benchmarks fo r the system. The intent is to assess extreme flow conditions that might lead to overtopping, scour and other potentially hazardous and damaging situations and assess potential change in inundated areas. The following model runs were completed for the preferred alternative: • Typical tides (7-day simulation) • 10% AEP (10-year) surge event (2-day simulation) • 4% AEP (25-year) surge event (2-day simulation • 2% AEP (50-year) surge event (2-day simulation) • 1% AEP (100-year) surge event (2-day simulation) • Typical tides in 2070 (with 4.1 ft SLR) (7-day simulation) • 10% AEP (10-year) surge event in 2070 (2-day simulation) • 4% AEP (25-year) surge event in 2070 (2-day simulation) • 2% AEP (50-year) surge event in 2070 (2-day simulation) • 1% AEP (100-year) surge event in 2070 (2-day simulation) Water levels corresponding to the calibration period at Route 28 at station BR1 were applied as the typical tide boundary conditions for these simulations (results discussed in previous section). To generate the future 2070 condition, 4.1 feet of sea level rise (SLR) from the projections used in development of the MCFRM future projected sea levels was linearly combined with the tidal measurements at station BR1. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 21 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Low-frequency surge events causing extreme water levels in Bass River were developed based on the Massachusetts Coast Flood Risk Model (MC-FRM) which provides detailed data related to current and potential future flood conditions caused by coastal storm events, coupled with the changing climate (sea level rise and oceanic changes). MC-FRM was developed by Woods Hole Group under a separate contract with MassDOT. Peak water levels from the MC-FRM are listed in Table 5 along with the corresponding flood water levels used by FEMA for the current flood risk maps and water levels from The United States Army Corps of Engineers (USACE) North Atlantic Coast Comprehensive Study (NACCS). Additional FEMA maps for the area are listed in Appendix A, and MC-FRM data and maps for this area are provided in Appendix B. Table 5. Extreme coastal storm elevations extracted from FEMA, the MC-FRM, and the USACE North Atlantic Coastal Comprehensive Study for current Climatology at the confluence of Nantucket Sound and Bass River. Storm Event (2020) FEMA (ft, NAVD88) MC-FRM (ft, NAVD88) NACCS ft, NAVD88) 10% AEP 4.9 7.0 6.3 2% AEP 7.5 9.0 8.0 1% AEP 9.1 9.8 9.1 For storm simulations, the peak storm elevations from MC-FRM (listed in Table 5) were superimposed onto the observed water levels from station BR1 located upstream of Route 28/Main Street. For each of the storms, a 24-hour duration was specified, with storm surge starting after 24 hours, peaking at 36-hours, and returning to a normal, non-storm, tidal signal at 48 hours. While ew ngland experiences storm surges from both hurricanes and nor’easters, hurricanes tend to have a shorter duration with higher peaks than the slower moving, longer duration nor’easters hence the 24-hour duration more typical of a hurricane. The extreme storm time series of water levels are shown in Figure 11 for the 1% AEP (100-year), 2% AEP (50-year), and 10% AEP (10-year) storm surge events for the current climatology while the projected 2070 storm water levels are shown in Figure 12, also based on MC-FRM including both increased storm frequency and projected sea level rise. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 22 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 11. Peak water levels from the MC-FRM superimposed on the observed water levels at station WC1 in Bass River in 2023. 2 2 6 8 2 2 6 8 6 2 8 6 l e a o n 88 Time hours Time eries o ater e els or M RM torm ents in 2 2 Tides A P Storm 2 A PStorm A PStorm A P Storm Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 23 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Figure 12. Peak storm water levels from the MC-FRM in Bass River in 2070. 2 6 8 2 6 8 2 2 6 8 6 2 8 6 l e v a o n ( A 88 ) Time (hours ) Time eries o ater e els or M RM torm ents in 2 Tides A P Storm 2 A PStorm A P Storm A PStorm Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 24 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 4.2 DESIGN ALTERNATIVE SIMULATION RESULTS 4.2.1 Water Levels: Current Day Tides Tidal simulations under present day simulations were conducted for both the existing and design model grids using data collected at Wrinkle Point (BR1) to provide the downstream boundary condition. Each of the tidal simulations were run for seven (7) days to develop preliminary tidal benchmarks (MHHW, MLLW, MTL, MLW, and MLLW) at key locations within the Bass River Restoration study area. Tidal datums were calculated at each point for use in additional modeling simulations by Woods Hole Group project partners to ensure crossings have adequate capacity for low frequency rainfall events. Monitor points for each crossing are shown on Figure 13. Tidal benchmarks (no SLR) for each location are listed in Table 6 for existing, pre-restoration, conditions and post-restoration design conditions are listed in Table 7. Under existing conditions, the earthen berm at the start of restoration near Mill Pond downstream effectively isolates Hamblin’s Brook from tidal influences, while the proposed design allows for minor tidal fluctuations. Figure 13. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 25 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table 6. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for existing conditions Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) MHHW N/A N/A N/A 1.2 1.2 1.9 1.9 2.0 MHW N/A N/A N/A 1.1 1.1 1.7 1.8 1.8 MTL N/A N/A N/A 0.8 0.8 1.1 0.8 0.7 MLW N/A N/A N/A 0.6 0.5 0.4 -0.2 -0.3 MLLW N/A N/A N/A 0.5 0.5 0.4 -0.3 -0.3 Table 7. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for design conditions. Location Weir Road (US) Weir Road (DS) Weir Road (500-ftDS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) MHHW 3.9 3.9 3.9 1.5 1.5 1.5 1.9 2.0 MHW 3.9 3.9 3.9 1.3 1.3 1.4 1.8 1.8 MTL 3.8 3.8 3.8 0.9 0.9 0.9 0.8 0.7 MLW 3.7 3.7 3.7 0.5 0.5 0.5 -0.2 -0.3 MLLW 3.7 3.7 3.7 0.5 0.5 0.5 -0.3 -0.3 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 26 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 4.2.2 Peak Water Levels: 2070 Tide with Sea Level Rise Tidal simulations for 2070 including 4.1 feet of sea level rise (SLR) were also conducted for both the existing and design model grids using data collected at Wrinkle Point (BR1) to provide the downstream boundary condition. Each of the SLR tidal simulations were run for seven (7) days to develop tidal benchmarks (MHHW, MLLW, MTL, MLW, and MLLW) within the Bass River Restoration study area. Tidal datums were then calculated at each point for use in additional modeling simulations by Woods Hole Group project partners to ensure crossings have adequate capacity for low frequency rainfall events in the year 2070. Monitor points for each crossing are shown on Figure 14. Tidal benchmarks (including SLR) for each location are listed in Table 8 for existing, pre-restoration, conditions and post-restoration design conditions are listed in Table 9. Under proposed design conditions, tidal signal upstream of Weir Road is similar to Mill Pond with a slightly higher MLLW. In 2070, if no changes are made to the existing stream crossings, the existing berm and relic cranberry farm infrastructure will continue to prevent tidal influences in the upper sections of Hamblin’s Brook. Figure 14. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 27 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table 8. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for existing conditions in 2070. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) MHHW N/A N/A N/A 5.2 5.2 6.3 6.3 6.3 MHW N/A N/A N/A 5.1 5.1 6.1 6.1 6.1 MTL N/A N/A N/A 4.7 4.7 4.7 4.7 4.7 MLW N/A N/A N/A 4.3 4.3 3.4 3.3 3.3 MLLW N/A N/A N/A 4.3 4.3 3.3 3.1 3.1 Table 9. Tidal benchmarks in ft-NAVD88 at key locations in the EFDC-BRR model for design conditions in 2070. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) MHHW 6.2 6.2 6.2 6.2 6.2 6.2 6.2 6.2 MHW 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 MTL 4.8 4.8 4.8 4.8 4.8 4.8 4.7 4.7 MLW 3.7 3.7 3.7 3.6 3.6 3.5 3.4 3.4 MLLW 3.7 3.7 3.7 3.5 3.5 3.5 3.3 3.3 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 28 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 4.2.3 Peak Water Levels: Current Day Storm Events Stom simulations, shown in Figure 11, were applied at the downstream boundary of the EFDC- BRR model domain for both existing and design conditions to assess the potential changes in inundation upstream of the North Dennis Road and Weir Road stream crossings. Each of the low frequency storm simulations were run for two (2) days to allow the surge to propagate from the open boundary up into the system and to drain following storm passage. At both proposed improved crossings, peak water levels were collected for additional modeling needs to ensure crossings have adequate capacity for low frequency rainfall events. Monitor points for each crossing are shown on Figure 15. Peak values at the key locations for the 2024 storm simulations (no SLR) are listed in Table 10 and Table 11. During present day storm events, the existing stream crossing mitigate surge propagation upstream of Weir Road, and reduce peak water levels in Mill Pond and Hamblin’s Brook while the proposed design allows storm waters to propagate. Figure 15. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 29 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table 10. Instantaneous peak water levels at key locations in the EFDC-BRR model for existing conditions. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) 10% AEP 4.8 4.8 4.8 4.9 4.9 7.0 7.0 7.0 4% AEP 6.2 6.3 6.3 7.0 7.0 8.1 8.1 8.1 2% AEP 6.5 8.4 8.4 8.4 8.4 8.7 8.8 8.8 1% AEP 6.7 9.4 9.4 9.4 9.4 9.4 9.4 9.5 Table 11. Instantaneous peak water levels at key locations in the EFDC-BRR model for design conditions. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) 10% AEP 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 4% AEP 8.1 8.1 8.1 8.1 8.1 8.1 8.1 8.1 2% AEP 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 1% AEP 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 30 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 4.2.4 Peak Water Levels: 2070 Storm Events Three different storm scenarios were simulated for the existing Bass River system and the design alternative corresponding to the 10% AEP, 2% AEP, and 1% AEP storm events and accounting for future rising sea levels. Peak water levels within the system were extracted from the EFDC model at the locations shown in Figure 16. Locations in cyan (light blue) are located relative to the North Dennis Road crossing while locations in red are located at the Weir Road stream crossing. Peak water levels, including SLR, are listed in Table 12 for existing conditions while the proposed design condition water levels are listed in Table 13. The combination of rising water levels and increased storm severity on 2070 results in little difference in peak instantaneous water levels in the uppermost reaches of Upper Bass River as both the relic berm between Mill Pond and Weir Road, and Weir Road are overtopped at storms above the 10% AEP (10-year return level) event. Figure 16. Surge monitor points for Weir Road (red pins) and North Dennis Road (cyan pins). Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 31 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Table 12. Instantaneous peak water levels at key locations in the EFDC-BRR model for existing conditions in 2070. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) 10% AEP 12.0 12.2 12.2 12.2 12.2 12.2 12.2 12.2 4% AEP 13.7 13.7 13.7 13.7 13.7 13.7 13.7 13.7 2% AEP 14.8 14.8 14.8 14.8 14.8 14.8 14.8 14.8 1% AEP 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 Table 13. Instantaneous peak water levels at key locations in the EFDC-BRR model for design conditions in 2070. Location Weir Road (US) Weir Road (DS) Weir Road (500-ft DS) North Dennis Road (500-ft US) North Dennis Road (US) North Dennis Road (DS) North Dennis Road (500-ft DS) North Dennis Road (1200-ft DS) 10% AEP 12.2 12.2 12.2 12.2 12.2 12.2 12.2 12.2 4% AEP 13.7 13.7 13.7 13.7 13.7 13.7 13.7 13.7 2% AEP 14.8 14.8 14.8 14.8 14.8 14.8 14.8 14.8 1% AEP 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 32 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 5.0 CONCLUSIONS This phase of the Upper Bass River Restoration H&H study was focused on assessing the effects of implementing the design bridge openings at both North Dennis Road and Weir Road near the headwaters of Bass River. In addition to modeling the design openings at the headwaters, this study also assessed the potential impacts to the design openings and extents of inundation during low frequency storms events should additional improvements be made to downstream restrictions in Bass River, specifically at the Route 6 and Cape Cod Rail Trail river crossings as Route 28 and Highbank Road currently exhibit minimal impact to stream flow relative to the channel narrowing downstream of Route 6 at Indian Lands and Midstream Road. • Proposed restoration activities in the relic cranberry bogs, Hamblin’s Brook, replacing the stream crossings at Weir Road and North Dennis Road and potentially widening the openings at Route 6 and CCRT to reflect the downstream channel will potentially realize minor tidal influence at the Weir Road crossing. • Expanding the stream crossing at the existing bridges will have minimal effects on the system upstream of Route 6 as the river undergoes reductions in width at other points throughout the system, notably between Highbank Road and the CCRT crossing. • The existing berms in the relic cranberry bog and the failing stone culvert under Weir Road inhibit the propagation of storm surge Low frequency storm events under current climatology (no SLR), • In 2070, with the effects of both increased coastal storm severity and increased sea levels (4.1 feet), storm events are expected to overtop berms and roadways in the upper reaches of Bass River and, as such, there is minimal difference between storm water levels in the restored areas (Mill Pond, Hamblin’s Brook, Miss Thatcher’s Pond) before and after restoration activities. Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 33 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page 6.0 REFERENCES A Three Dimensional Environmental Fluid Dynamics Computer Code: Theoretical and Computational Aspects, Special Report 317. (1992). Gloucester Point, VA: The College of William and Mary, Virginia Istitute of Marine Science. Chow, V. (1959). Open-Channel Hydraulics. Caldwell, NJ: The Blackburn Press. FEMA. (2021). Barnstable County, MA Flood Insurance Study, revised July 6, 2021. Washington DC: FEMA. Hamrick, J. R. (1992). A Three Dimensional Environmentla Fluid Dynamics Code: Theoretical and Computational Aspects, Special Report 317. Gloucester Point, VA: College of William and Mary, Virginia Institute of Marine Science. Massachusetts Department of Transportation. (2013). MassDOT Load Resistance and Resistance Factor Design (LRFD) Bridge Manual - Updated January 2020. Boston: MassDOT. NOAA Office for Coastal Management. (2016). Topobathymetric Model for the New England Region States of New York, Connecticut, Rhode Island, and Massachusetts, 1887 to 2016. Charleston, SC: NOAA. U. S. Environmental Protection Agency. (1990). Technical Guidance Manual for Performing Waste Load Allocations, Book III Estuaries, Part 2, Application of Estuarine Waste Load Models. Washington DC: USEPA. USGS. (2023, 09 16). Data Access Viewer. Retrieved from NOAA Digital Coast: https://coast.noaa.gov/dataviewer/#/ Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 34 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page APPENDIX A: FEMA DATA AND MAPS FEMA Stillwater Elevations (Barnstable County Flood Insurance Study, Effective July 16, 2014) in FT-NAVD88 Coastal Transect 132 Coastal Transect 133 10%-Annual Chance 4.9 4.9 2%-Annual Chance 7.5 7.5 1%-Annual Chance 9.1 9.1 0.2%-Annual Chance 13.9 13.9 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 35 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page FEMA Transect 132 FEMA Transect 132 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 36 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 37 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 38 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page APPENDIX B: MC-FRM DATA AND MAPS This table consists of the low frequency storm event water levels from the Massachusetts Coast Flood Risk Model (MC-FRM) for Bass River in Dennis, MA for the respective Annual Exceedance Probability (AEP) and Average Recurrence Period (ARP). The present -day Water Surface Elevations (WSEs) reflect storm current climatology and sea levels, while the future climatology WSEs account for both future changes in storm climatology and sea level rise. Low frequency storm event water levels for present and future climatology. All Elevations are ft-NAVD88. AEP (%) ARP (years) Present 2030 2050 2070 0.5 200 10.6 11.7 15.5 16.9 1.0 100 9.8 10.9 14.4 15.8 2.0 50 9.0 10.1 13.3 14.8 5.0 20 7.9 9.0 11.8 13.3 10.0 10 7.0 8.2 10.7 12.2 Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 39 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 40 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page APPENDIX C: EFDC-BRR INUNDATION MAPS Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 41 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 42 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 43 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 44 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page Woods Hole Group, Inc. • A CLS Company Upper Bass River Restoration 45 September 2024 Friends of Bass River 2022-0011-01 See Proprietary Note on Title Page www.tighebond.com ATTACHMENT D APPENDIX D: GEOTECHNICAL EVALUATION One University Avenue, Suite 100 • Westwood, MA 02090 • Tel 781.708.9820 www.tighebond.com B-5091-003 September 20, 2023 REVISED September 30, 2024 Rick Bishop Executive Director Friends of Bass River P.O. Box 303 West Dennis, MA 02670 Re: Weir Road Culvert Replacement, Yarmouth, Massachusetts Geotechnical Evaluation Dear Mr. Bishop: Tighe & Bond is pleased to present this geotechnical evaluation for the Weir Road culvert replacement project in Yarmouth, Massachusetts. This evaluation was completed in general accordance with our agreement dated May 16, 2023. Elevations presented in this report reference the North American Vertical Datum of 1988 (NAVD88). 1 Executive Summary Tighe & Bond performed a subsurface exploration program for the proposed Weir Road culvert replacement project in Yarmouth, Massachusetts. Subsurface conditions observed in the explorations generally consisted of 12 inches of asphalt pavement, overlying approximately 4 to 9 feet of loose to medium dense existing fill, overlying approximately 2 to 4 feet of very soft organic soils (fibrous peat), overlying loose to medium dense, native sands, which were penetrated up to 48 feet before the explorations were terminated. Organic soils such as fibrous peat are highly compressible and are not considered suitable bearing materials; however, based on the anticipated bearing elevation, the organic soils are anticipated to be removed during excavations for foundations. Obstructions, including cobbles and boulders, were not encountered in the explorations, but may be present in the existing fill strata. Groundwater was estimated to be approximately 4 to 6 feet below the existing ground surface, corresponding to elevations +5 feet to +7 feet. At the time of the explorations, the level of the brook was at approximate elevation +4 feet. Following culvert removal, the stream profile is anticipated to be lowered to approximate elevation +1.6 feet at the center of the channel and approximate elevation +3.1 feet at the banks to more closely resemble conditions prior to the construction of the existing culvert. Per Tighe & Bond’s Hydraulic Deign Report, dated September 2, 2024, the Design and Check Scour Depths are 2.1 feet (elevation -0.5 feet) and 3.3 feet (elevation -1.7 feet), respectively. Per the 2024 MassDOT Bridge Design Manual, the top of spread footings should be placed at or below the total scour depth for the Scour Check Flood. Assuming footings bearing 2 feet below the Check Scour Elevation, which also satisfied frost protection requirements, footings for the proposed bridge and wingwalls are anticipated to bear at approximate elevation -3.7 feet, on native sands. The native sands are generally loose to medium dense, and are considered suitable bearing materials provided that subgrades are prepared and densified as recommended later in this report. Subgrades may be easily disturbed during construction if they become wet from precipitation or groundwater; therefore, it is recommended that subgrades be over-excavated by 6 to 12 inches to allow for placement of compacted Crushed Stone wrapped in a non-woven geotextile to provide a stable working subgrade. - 2 - The existing soils are considered suitable to support a shallow foundation system; however, a deep foundation system may be required to support the bridge if a higher factored bearing resistance is required based on final calculations for the bridge. Technically feasible deep foundation alternatives include driven pipe piles, driven taper piles, ductile iron pipe piles (DIPs), and drilled micropiles (DMPs). Per the 2024 MassDOT Bridge Design Manual, the top of pile caps should be placed at or below the total scour depth for the Scour Design Flood. Assuming 2-foot-thick pile caps, the anticipated bottom of pile cap for the proposed bridge and wingwalls is approximately elevation -2.5 feet. Due to the proximity of residences to the proposed replacement bridge, vibrations from construction equipment will need to be carefully controlled and monitored. As such, micropiles or DIPs are considered to be lower risk deep foundation alternatives as they can be installed with minimal vibration compared to driven piles. In addition to vibration concerns, spatial constraints within the site may make installation of driven pipe piles difficult. Another advantage of DMPs and DIPs is that the pile lengths can also be easily extended if variable soil conditions are encountered during construction. If there are no “Made-in-America” provisions associated with the project, DIPs are recommended as they are typically quicker and less expensive to install than traditional micropiles without producing drilling spoils. Performance-based specifications should be prepared with criteria such as installation method, required capacities, settlement restrictions, and load testing requirements. The specifications should require the specialty contractor to design the foundation based on these criteria, and provide shop drawings with supporting calculations stamped by a professional engineer registered in the Commonwealth of Massachusetts for review prior to construction. Due to the presence of loose sands below the water table in borings TB-1 and TB-101, liquefaction analyses were performed to evaluate the factor of safety (F.S.) against liquefaction and to estimate potential seismic-induced settlement. In general, the soils below the water table were found to be not likely liquefiable under the design seismic event (1000-year event) based on the soil gradations from laboratory testing and blow counts from the Standard Penetration Tests. The lowest calculated F.S. for soils below the water table of 1.2 meets the minimum recommended F.S. of 1.1. While there may be some concrete cracking resulting from the design earthquake, the estimated amount of settlement is likely tolerable (<0.1 inches). Therefore, based on the information used for this evaluation, it is Tighe & Bond’s opinion that remedial measures are not necessary to reduce risks associated with earthquake-induced settlement. Conventional heavy construction equipment should be suitable for excavation in existing soil materials. Based on anticipated bottom of foundation/pile cap elevations, the observed groundwater levels, and water levels in the river, temporary water diversion structures (i.e. cofferdams), an engineered dewatering system, and an engineered support of excavation (SOE) system will be required to achieve proposed grades. We recommend that the dewatering design be performed in conjunction with support of excavation (SOE) design, as the two systems are complementary. Both the dewatering system and SOE designs should be stamped and signed by a Professional Engineer, licensed in the Commonwealth of Massachusetts. 2 Introduction Weir Road is an approximately 1.7-mile road, connecting North Dennis Road and Main Street (Route 6A) in Yarmouth, Massachusetts. Approximately 0.5 miles southeast of Main Street, Weir Road crosses Hamblins Brook via an existing 3-foot-wide by 2-foot-high stone culvert. At the crossing, Weir Road is generally oriented in the northwest-southeast direction, with Hamblins Brook generally flowing from southwest to northeast. This project consists of replacing the culvert with a bridge that meets current stream-crossing standards. - 3 - 2.1 Scope of Services Our scope of work included performing a subsurface exploration program, performing geotechnical engineering analyses, and preparing this geotechnical evaluation letter report. The subsurface exploration program consisted of a review of available United States Geologic Survey (USGS) mapping of the area and drilling three geotechnical test borings. Our geotechnical engineering analyses and evaluation have been prepared in general accordance with our agreement dated January 30, 2023, the Massachusetts Department of Transportation (MassDOT) LRFD Bridge Manual (2020 Edition), and the American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications (9th Edition, 2020). 2.2 Culvert Background and Proposed Construction The existing culvert consists of stone slabs supported on dry-stacked stone masonry walls, with stone masonry headwalls. The culvert opening varies from approximately 1.5 feet wide with a height of 2 feet at the inlet to approximately 3 feet wide with a height of 2.2 feet at the outlet. Based on survey data provided by Interfluve, Inc. obtained in October/November 2020, the upstream and downstream invert elevations of the existing culvert are +2.54 feet and +1.7 feet, respectively. The existing roadway at the crossing is generally level at approximate elevation 10.5 feet. The water level in Hamblins Brook was at approximate elevation +4 feet at the time of the survey. It is anticipated that the replacement bridge will consist of a 24-foot-span, precast concrete arch with precast concrete wingwalls, supported on precast or cast-in-place concrete pedestal footings or deep foundations. Roadway grades are anticipated to remain relatively unchanged at the crossing. 2.3 Site Reconnaissance and Overall Description Weir Road is an approximately 24-foot-wide, paved, two-lane roadway. Weir Road crosses Hamblins Brook between the junctions of Seminole Drive and Lexington Lane, approximately 0.5 miles southeast of Main Street (Route 6A). The area surrounding the crossing is a mix of residential and undeveloped woods/coastal wetlands. Vehicular traffic generally consists of passenger cars and small trucks. A site location map is included as Figure 1 of Appendix A. Utility poles with overhead electric and communication lines are present along the eastbound traffic lane. Pole relocations may be required during construction to allow for construction equipment to operate at the site. Based on the existing conditions survey and Dig Safe mark outs prior to subsurface explorations, below-grade utilities at the site consist of drainage, a 2-inch gas line along the curb line of the westbound traffic lane, and a 12-inch water main along the shoulder of the eastbound traffic lane. 3 Subsurface Conditions 3.1 Local Geology Based on information from the USGS Soil Survey, surficial geology at the site is mapped as coarse-grained glacial stratified deposits (sands and gravel), overlying glacial till, overlying bedrock. Artificial fill and cranberry bog deposits are also present to the north and south of Weir Road. USGS overburden mapping indicates that the depth to bedrock is greater than 200 feet below the existing roadway, with bedrock in the area mapped as granite, gneiss, or - 4 - schist of the Avalon Belt. Excerpts of USGS mapping for surficial geology and bedrock lithology are included as Figure 2 and Figure 3, respectively, in Appendix A. 3.2 Subsurface Exploration Program 3.2.1 Test Borings Two geotechnical borings (TB-1 and TB-2) were drilled by New England Boring Contractors, Inc. of East Taunton, Massachusetts on October 19, 2020. Borings TB-1 and TB-2 were advanced with 4-inch inner-diameter flush-joint casing using drive-and-wash methods to depths of 54 feet and 11 feet, respectively, below the existing ground surface. Split-spoon sampling and Standard Penetration Tests (SPTs) were conducted continuously to a depth of 11 feet and at 5-foot intervals thereafter in boring TB-1. Split-spoon sampling was performed at 5-foot intervals in boring TB-2. Borings were terminated in native soils and backfilled using cuttings and sand. Borehole instability and bottom heave were noted in boring TB-1 at depths greater than 30 feet below the ground surface. As a result, the measured N-values within that range may not be representative of in-situ soil density. Due to the uncertainty in N-values in boring TB-1 and the shallow completion depth of boring TB-2, a supplemental geotechnical boring (TB-101) was drilled by Seaboard Drilling, LLC of Chicopee, Massachusetts on June 12, 2023. Boring TB-101 was advanced with 4-inch inner- diameter flush-joint casing using drive-and-wash methods to a depth of 57 feet below the existing ground surface. SPTs were conducted continuously at depths of 9 to 19 feet, and at 5-foot intervals elsewhere. Boring TB-101 was terminated in native soils and backfilled using cuttings and sand. Boring locations are shown on Figure 4 of Appendix A. Test boring logs are included in Appendix B. 3.2.2 Laboratory Testing Laboratory tests were performed to aid in soil classifications, evaluate liquefaction potential, and evaluate soil re-use potential. Eight mechanical Particle Size Analysis tests (ASTM D6913) were performed on samples taken during the explorations. Laboratory test results are included in Appendix C. 3.3 Verification of Sample Descriptions Select soil samples obtained from the test borings were submitted for laboratory testing as described above. The descriptions presented on the boring logs are considered generally representative of the soils encountered in the test borings. The generalized subsurface conditions described in the text below summarize trends observed in the explorations performed to date. The boundaries between soil strata are approximate and are based on interpretations of widely spaced samples. Actual conditions could be more variable. 3.4 Subsurface Profile Subsurface conditions observed in the explorations generally consisted of 12 inches of asphalt pavement, overlying approximately 4 to 9 feet of loose to medium dense existing fill, overlying approximately 2 to 4 feet of very soft organic soils (fibrous peat), overlying loose to medium dense, native sands, which were penetrated up to 48 feet before the explorations were terminated. The organic soil was only sampled in boring TB-2, but its presence was inferred in boring TB-1 based on low blow counts, drilling resistance, and changes in wash color. The organic layer was not encountered in boring TB-101. - 5 - Table 3.4-1 below presents the general stratigraphy encountered during the subsurface exploration program in descending depth from the ground surface. The interpreted subsurface profile is included as Figure 5 in Appendix A. Table 3.4-1 Description of Subsurface Conditions Encountered Strata (In Descending Depth) General Description1 EXISTING FILL Loose to medium dense, brown to tan/gray, fine to medium SAND, little to some Silt, trace Gravel; varying to loose to medium dense, tan, fine to coarse SAND, little to some Silt, trace to little Gravel PEAT Very soft, dark brown, Fibrous PEAT, little fine to medium Sand, trace Gravel (only sampled in TB-2) SAND Loose to medium dense, gray, fine to coarse SAND, trace to some Silt, trace to little Gravel; varying to loose to medium dense, gray, fine to medium SAND, trace to some Silt, trace Gravel; varying to loose to medium dense, gray, fine SAND, little to some Silt, trace Gravel; varying to stiff, gray, SILT, some fine to medium SAND, little Gravel 1 Definition of Soil Description Terms: “trace” = 0-10%, “little” = 10-20%, “some” = 20-35%, “and” = 35-50%, by weight Groundwater was estimated to be approximately 4 to 6 feet below the existing ground surface, corresponding to elevations +5 feet to +7 feet. Water levels were estimated based on sample wetness during drilling and may not reflect stabilized conditions. Water levels can fluctuate with season, precipitation, and nearby construction or other below grade activities, such as excavation, dewatering, wells, infiltration basins, or stream restoration. At the time of the explorations, the level of the brook was at approximate elevation +4 feet. 3.5 Seismic Design Category Evaluation Based on data from the borings, the site is assigned to Site Class E, according to the AASHTO LRFD Guide Specifications for Seismic Bridge Design, 2nd Edition. The design peak seismic ground acceleration coefficient modified by the short-period site factor (AS) is 0.113g, and the design spectral response accelerations at 0.2-second periods (SDS) and at 1-second periods (SD1) are 0.247g and 0.105g, respectively. These values were calculated based on mapped spectral response accelerations for a seismic event with a probable exceedance of 7% in 75 years (approximate 1,000-year return period) and the appropriate magnification factors for Site Class E. Per Table 3.5-1 of the AASHTO LRFD Guide Specifications for Seismic Bridge Design, the bridge is assigned to Seismic Design Category (SDC) A based on the calculated SD1 value. Calculations relating to the Seismic Site Class and the design spectral response accelerations are included in Appendix D. 3.6 Liquefaction Potential Due to the presence of loose sands below the water table in borings TB-1 and TB-101, liquefaction analyses were performed to evaluate the factor of safety (F.S.) against liquefaction and to estimate potential seismic-induced settlement. The design seismic event for the liquefaction analyses, as determined by the USGS Unified Hazard Tool, is a magnitude 5.97 earthquake having an exceedance probability of 7% in 75 years (1,000-year event) and - 6 - a peak ground acceleration of 0.113g. Data from each boring was evaluated to determine the minimum F.S. using the “SPT Based Liquefaction Triggering Analysis” methodology presented in Soil Liquefaction During Earthquakes by Idriss and Boulanger, 2008. In general, the soils below the water table were found to be not likely liquefiable based on the soil gradations from laboratory testing and blow counts from the Standard Penetration Tests. The lowest calculated F.S. for soils below the water table of 1.2 meets the minimum recommended F.S. of 1.1. Using the Tokimatsu and Seed methodology presented in “Evaluation of Settlement in Sands due to Earthquake Shaking” published in the Journal of Geotechnical Engineering, Volume 113, Number 8, August 1987, negligible settlement is anticipated to occur in the upper 30 feet of soil. While there may be some concrete cracking resulting from the design earthquake, the estimated amount of settlement is likely tolerable (<0.1 inches). Therefore, based on the information used for this evaluation, it is Tighe & Bond’s opinion that remedial measures such as deep foundations or ground improvement are not necessary to reduce risks associated with earthquake-induced settlement. 4 Recommended Foundation System 4.1 Existing Foundation System Record drawings for the existing culvert were not available at the time of this evaluation. The existing culvert is assumed to bear directly on native sands. 4.2 Embankment Considerations The proposed work may require the reconstruction of the roadway/river embankments adjacent to the replacement bridge. Slopes should be protected with stone riprap meeting the MassDOT Standard Specifications for Highways and Bridges Modified Rockfill (M2.02.4) specification. Areas exposed to river flows should be protected by riprap that is adequately sized to protect against design flows. Slopes should not be steeper than 2H:1V unless additional slope stabilization measures are provided. If desired, live vegetation plantings could be installed through the riprap to provide shading and reduce unwanted thermal effects of the stone. 4.3 Shallow Foundations Footings should bear a minimum of 4 feet below adjacent ground surfaces exposed to freezing temperatures for frost protection. Per Tighe & Bond’s Hydraulic Deign Report, dated September 2, 2024, the Design and Check Scour Depths are 2.1 feet (elevation -0.5 feet) and 3.3 feet (elevation -1.7 feet), respectively. Per the 2024 MassDOT Bridge Design Manual, the top of spread footings should be placed at or below the total scour depth for the Scour Check Flood. Assuming footings bearing 2 feet below the Check Scour Elevation, which also satisfied frost protection requirements, footings for the proposed bridge and wingwalls are anticipated to bear at approximate elevation -3.7 feet, on native sands. The native sands are generally loose to medium dense, and are considered suitable bearing materials provided that subgrades are prepared and densified as recommended later in this report. Subgrades may be easily disturbed during construction if they become wet from precipitation or groundwater; therefore, it is recommended that subgrades be over-excavated by 6 to 12 inches to allow for placement of compacted Crushed Stone wrapped in a non-woven geotextile to provide a stable working subgrade. Assuming a 38.5-foot-long, rigid strip footing, embedded 4 feet with an effective footing width of 8 feet, the calculated nominal and factored strength limit state bearing resistances are 13.3 kips per square foot (ksf) and 5.98 ksf, respectively. However, it is recommended that the bearing pressure for a footing with an effective width of 8 feet be limited to less than - 7 - 4.26 ksf at the service limit state (AASHTO Service I Load Combination) to limit total and differential settlements to less than 1 inch and ½ inch, respectively. Most settlement is anticipated to occur during construction as the dead load is applied. The bearing capacity and settlement calculations assume footings bearing on 12 inches of compacted Crushed Stone overlying native sand, with a total unit weight of 120 pounds per cubic foot (pcf) and an angle of internal friction of 32 degrees based on correlations with the (N1)60 corrected blow counts from the SPTs. These bearing resistances should be verified based on the final foundation dimensions and embedment depths. Bearing resistance and settlement calculations, performed in accordance with the AASHTO LRFD Bridge Design Specifications, 9th Edition, and a foundation bearing resistance design chart are included in Appendix D. Foundation subgrades and required fill to achieve proposed pavement subgrade levels should be prepared, placed, and compacted as recommended later in this memorandum. 4.4 Deep Foundations The native sands are considered to be capable of shallow foundation support provided they are prepared and densified as recommended in this report; however, if a higher factored bearing resistance is required based on final bridge design, a deep foundation system may be necessary. Feasible deep foundation alternatives include driven pipe piles, driven taper piles, ductile iron pipe piles (DIPs), and drilled micropiles (DMPs). Piles should be designed and installed by a specialty geotechnical contractor experienced with their design and construction. The specialty foundation contractor should also be consulted to optimize the pile section and spacing for the design foundation loads and any downdrag forces imposed due to raises in grade. Final design should also consider the check scour elevation when determined by a hydrologic and hydraulic analysis. Given the relatively small diameters of the piles considered, it is recommended that lateral resistance be achieved through the use of battered piles. The maximum pile batter should be 1H:3V (approximately 18 degrees). Per the 2024 MassDOT Bridge Design Manual, the top of pile caps should be placed at or below the total scour depth for the Scour Design Flood. Assuming 2-foot-thick pile caps, the anticipated bottom of pile cap for the proposed bridge and wingwalls is approximately elevation -2.5 feet. 4.4.1 Deep Foundation Options 4.4.1.1 Driven Piles Driven displacement piles, such as timber piles or steel pipe piles (cylindrical or tapered), driven with a closed end are often feasible options for friction piles in granular soils. While timber piles have historically been used to support moderate loads in loose to medium dense, granular soils, they are not recommended for support of the proposed bridge, as repeated intermittently submerged piles are susceptible to decay. A nominal vertical capacity of 86 kips in compression is achievable with a 10.75-inch by 0.5-inch steel pipe pile driven to a depth of 40 feet from the existing road surface. The LRFD resistance factor used in design should be selected based on the anticipated verification method (static load tests, dynamic tests, wave equation analysis, etc.). Allowable uplift capacity will be dependent upon the pile type and the installed depth. A factored capacity of 10 kips is suggested for planning purposes. Higher axial capacities can be achieved using piles with tapered sections, such as Monotubes or Tapertubes, which increase the unit shaft resistance and pile drivability. Following driving, the inside of the piles should be inspected for damage prior to installing high strength steel reinforcement and placing concrete. - 8 - A wave equation analysis should be provided by the contractor for the selected pile type and proposed hammer system to determine the pile driving criteria, and demonstrate that the hammer system can install the piles to the required capacity without overstressing the piles. Piles driven with impact hammers, such as pipe piles, can produce significant high-amplitude, low-frequency vibrations during installation depending upon the energy of the hammer used, the pile type, and the local subsurface conditions. These vibrations can be potentially damaging to sensitive structures and utilities. There appear to be two single-family residences within approximately 150 feet, that may experience vibrations during pile driving. Additionally, noise and vibrations from pile driving operations may be perceptible at occupied structures within 300 feet, of which there are nine. The pile designer should review any local noise and/or vibration ordinances when selecting pile installation equipment and consider the cost implications of any work hour restrictions. 4.4.1.2 Drilled Micropiles (DMPs) Drilled micropiles (DMPs) are relatively small-diameter, high-capacity piles that consist of a steel casing, threaded reinforcing bar, and grout that can be installed using small, mobile drill rigs, and produce minimal vibrations. The casing is installed to the desired depth using drilling methods and is then filled with grout. The reinforcing bar is inserted through the grout, and the casing is withdrawn to create a grouted bond zone of specified length. Load carrying capacity is achieved through bonding between the grout and surrounding soils or bedrock within the bond zone. Micropiles may be gravity grouted (Type A), pressure grouted during casing withdrawal (Type B), grouted under gravity head with one phase of secondary global pressure grouting (Type C), or grouted under gravity head with one or more phases of secondary global pressure grouting (Type D). Per MassDOT LRFD Bridge Manual – Part I, Section 3.2.4.2, the estimation of grout-to-ground resistance shall assume a Type A micropile; however, Type B micropiles are commonly assumed when the bond zone is developed entirely in soil due to densification of the surrounding soils and increased grout-to- ground resistance. Installation of micropiles will produce spoils that will need to be managed and disposed of properly. Assuming an ultimate grout-to-ground bond strength of 15 pounds per square inch (psi), it is anticipated that a factored axial compression resistance of 77 kips could be achieved with a 9.625-inch-diameter, Type A micropile having a 25-foot-long bond zone within the native sands, assuming a resistance factor of 0.55. Micropiles should be designed and installed by a specialty geotechnical contractor experienced with their design and construction. The specialty foundation contractor should also be consulted to optimize the micropile design (pile diameter, pile length, pile spacing) for the design foundation loads and any downdrag forces imposed due to raises in grade and/or seismic induced settlement. It is anticipated that a minimum of one successful verification load test, conducted on a sacrificial pile, and two successful proof load tests (one per abutment), conducted on production piles would be required to verify the design capacity has been achieved. 4.4.1.3 Ductile Iron Piles (DIPs) Ductile iron piles (DIPs) consist of high-strength, ductile cast iron pipe sections, connected by a proprietary system that does not require welding, that are driven using an excavator fitted with a high-frequency percussion hammer. Vibrations due to DIP installation are generally lower than those associated with conventional driven piles, as the high frequencies generated during driving attenuate faster than frequencies generated by impact hammers. DIPs can be installed relatively quickly, with typical installation rates ranging from approximately 600 to 1,400 linear feet per day. Friction piles are achieved by installing DIPs with an oversized conical grout shoe at the pile tip and grouting the pile during installation to form a frictional - 9 - bond zone between the soil and pile. Uplift capacity can be achieved by adding a high strength reinforcing bar inside the DIP following grouting. It is anticipated that an 86-kip factored axial compression resistance, and a 39-kip factored axial uplift resistance could be achieved by driving a Series 170/7.5 (170 mm outside diameter and 7.5 mm wall thickness) DIP, with a 220 mm conical grout shoe and a #8 steel reinforcement bar, to a depth of 30 feet below the proposed bottom of pile cap. DIPs should be designed and installed by a specialty geotechnical contractor experienced with their design and construction. As the DIPs would be installed as continuously grouted displacement piles, the grout encasement provides higher ultimate pile-to-ground bond strength as well as protection against potential corrosion. DIPs should be designed for any downdrag forces imposed due to grade raises or seismic induced settlement, if applicable. Similar to conventional DMPs, it is anticipated that a minimum of one successful verification load test and two successful proof load tests (one per abutment) would be required to verify the design capacity has been achieved. DIPs are generally faster and less costly to install than traditional drilled micropiles, and do not produce drilling spoils that need to be managed and disposed of. However, DIP sections are typically manufactured in Europe, and thus may not be a feasible solution for projects that have “Made-in-America” provisions, such as federally funded projects. Material lead times may also be greater than those for traditional micropile materials. 4.4.2 Recommended Deep Foundation Alternatives Due to the proximity of residences to the proposed replacement bridge, vibrations from construction equipment will need to be carefully controlled and monitored. As such, micropiles or DIPs are considered to be lower risk deep foundation alternatives as they can be installed with minimal vibration compared to driven pipe piles. In addition to vibration concerns, spatial constraints within the site may make installation of driven pipe piles difficult. Another advantage of micropiles and DIPs is that the pile lengths can also be more easily extended if variable soil conditions are encountered during construction. If there are no “Made-in-America” provisions associated with the project, DIPs are recommended as they are typically quicker and less expensive to install than traditional micropiles without producing drilling spoils. Performance-based specifications should be prepared with criteria such as installation method, required capacities, settlement restrictions, and load testing requirements. The specifications should require the specialty contractor to design the foundation based on these criteria, and provide shop drawings with supporting calculations stamped by a professional engineer registered in the Commonwealth of Massachusetts for review prior to construction. 4.5 Lateral Earth Pressures Walls that can tolerate little or no movement should be designed for at-rest earth pressure. Walls that are not braced/fixed and are allowed to rotate should be designed for pressures between active and at rest conditions, depending on the magnitude of tolerable movements. The movement required to reach the minimum active pressure is a function of the wall height and soil type. Refer to AASHTO LRFD Bridge Design Specifications table C3.11.1-1 for relative movements required to reach active pressure conditions. - 10 - In accordance with the MassDOT LRFD Bridge Manual: Cantilever walls, not founded on bedrock or piles, that are greater than 5 feet in height or any spread footing-supported gravity wall should be designed using active earth pressures (Ka). Cantilever walls, not founded on bedrock or piles, that are less than or equal to 5 feet in height should be designed using an earth pressure equal to 0.5(K0+Ka). Counterfort walls, cantilever walls of any height, or gravity walls that are founded on bedrock or piles should be designed using at-rest earth pressures (K0). Lateral earth pressure parameters are provided in Table 4.4-1 below. Table 4.4-1 Lateral Earth Pressure Parameters Parameter Condition Static Seismic At-rest earth pressure coefficient K0 = 0.41 K0e = 0.30 At-rest earth pressure equivalent unit weight above water table P0 = 54 pcf P0e = 40 pcf At-rest earth pressure equivalent unit weight below water table P0 = 28 pcf P0e = 21 pcf Active earth pressure1 coefficient Ka = 0.23 Kae = 0.27 Active earth pressure1 equivalent unit weight above water table Pa = 31 pcf Pae = 35 pcf Active earth pressure1 equivalent unit weight below water table Pa = 16 pcf Pae = 18 pcf 1For active pressure conditions to be developed, the wall must rotate about its base with the lateral top movements of approximately 0.002H, where H is the height of the wall, in accordance with AASHTO LRFD Bridge Design Specifications table C3.11.1-1 and medium dense sand backfill. Below the water table elevation, earth pressure should be calculated based on the equivalent fluid pressures provided plus hydrostatic pressure (γW = 62.4 pcf). These design values were calculated using Coulomb theory (static values) and Mononobe- Okabe theory (seismic values) assuming a vertical wall with level backfill, soil-concrete interface friction angle (δ) of 22 degrees, a soil total (moist) unit weight (γ) of 130 pcf, and an internal friction angle (Φf) of 36 degrees, assuming the use of Gravel Borrow backfill. Resultant static and seismic forces should be applied at H/3 from the bottom of the foundation, where H is the height from bottom of foundation to top of wall. Where the calculated lateral earth pressure is less than 200 pounds per square foot (psf), it should be increased to 200 psf to account for compaction induced stresses. Supporting lateral earth pressure calculations are included in Appendix D. Abutments and wing walls should be designed for lateral loads produced by the AASHTO HL-93 vehicular live load, uniformly distributed over the height of each wall. The horizonal pressure resulting from the vehicular live load should be equal to the uniform vertical surcharge pressure multiplied by the applicable earth pressure coefficient (Ko or Ka), and should be - 11 - added to the earth pressure (at rest or active, as applicable) and hydrostatic pressure, if applicable. To limit unbalanced hydrostatic pressures acting on the bridge walls, it is recommended that an engineered drainage system consisting of Crushed Stone wrapped in a non-woven filter fabric be placed at the base of each wall to help drain the wall backfill, with weep holes periodically daylighting through the wall. Stormwater runoff should be directed away from the walls to the extent possible. A coefficient of friction equal to 0.45 (24 degrees) is recommended for precast concrete on Crushed Stone. A coefficient of friction equal to 0.60 (31 degrees) is recommended for cast-in-place concrete on Crushed Stone. 5 Construction Considerations 5.1 Groundwater Groundwater was encountered approximately 4 feet to 5 feet below the existing ground surface, corresponding to elevations +5 to +7 feet. Water levels were taken during or immediately after drilling and may not reflect stabilized conditions. Water levels can fluctuate with season, precipitation, and nearby construction or other below grade activities, such as excavation, dewatering, wells, infiltration basins, etc. At the time of the explorations, the level of the river was at approximate elevation +4 feet. 5.2 Water Control During Construction Based on anticipated bottom of foundation elevations, the observed groundwater levels noted above, and water levels in the brook, groundwater is anticipated to be encountered during foundation excavation. Therefore, temporary water diversion structures and an engineered dewatering system, such as well points, will likely be required to adequately dewater the excavation. The groundwater level should be temporarily lowered to at least 2 feet below the bottom of excavations to limit potential “boils”, loss of fines, or softening of the ground. Groundwater should be discharged according to federal, state, and local regulations. Surface water entering the construction area should be diverted away from excavations. The engineered dewatering system design should be stamped and signed by a Professional Engineer, licensed in the Commonwealth of Massachusetts. We recommend that the dewatering design be performed in conjunction with support of excavation (SOE) design, as the two systems are complementary. 5.3 Excavations and Fill Conventional heavy construction equipment should be suitable for excavation in existing soil materials. Excavation should conform to OSHA excavation regulations contained in 29 CFR Part 1926, latest edition. Given the anticipated excavation depths below the groundwater table, a support of excavation (SOE) system may be necessary. Interlocking steel sheet piles are considered to be a potentially feasible SOE system as they offer better groundwater cutoff than some other SOE systems. The SOE system design should be stamped and signed by a Professional Engineer, licensed in the Commonwealth of Massachusetts, and should consider groundwater cutoff. All backfill should be placed in maximum 12-inch-thick loose lifts and should be compacted to at least 95% of the maximum dry density as determined by the Modified Proctor laboratory test (ASTM D1557). Thinner lifts may be needed depending on the material placed and the type of compactor used. Crushed Stone should be placed in loose lift thicknesses of less than - 12 - 12 inches and be compacted with heavy compaction equipment to achieve an unyielding subgrade. Table 5.3-1 below presents the required gradations for imported materials. Table 5.3-1 Gradation Requirements for Borrow Materials Sieve Size Percent Finer by Weight Granular Fill Gravel Borrow (M1.03.0, Type C) ¾” Crushed Stone (M2.01.4) 1-1/2” Crushed Stone (M2.01.2) 2/3rd lift thickness 100 2 inch -- 100 100 1½ inch -- -- 95-100 1 inch -- -- 100 35-70 ¾ inch -- -- 90-100 0-25 ½ inch -- 50-85 10-50 -- 3/8 inch -- -- 0-20 -- No. 4 -- 40-75 0-5 -- No. 10 30-95 -- -- -- No. 40 10-70 -- -- -- No. 50 -- 8-28 -- -- No. 200 0-15 0-10 -- -- 5.4 Bearing Surface Preparation Bearing surfaces should be proof compacted with either ten passes of a 10-ton vibratory drum roller for open excavations or six passes of a vibratory trench roller or large, reversible, walk- behind vibratory compactor capable of exerting a minimum force of 2,000 pounds in trench or pit excavations. Any subgrades that are soft or yielding under proof compaction efforts should be removed from within the footing bearing zone, which is defined by a 1H:1V plane extending downward and outward from 1 foot beyond the edge of footing, and be replaced with compacted Crushed Stone wrapped in a non-woven geotextile. If proof compaction will prove detrimental to the surface due to the presence of groundwater, static rolling may be allowed at the discretion of the Engineer. Due to the high fines (silt) content, some of the soil subgrades may be easily disturbed during construction activities should they become wet from precipitation or groundwater. Therefore, it is recommended that bearing surfaces be over-excavated by 6 to 12 inches to be replaced by a layer of compacted Crushed Stone wrapped in a non-woven geotextile to provide a stable working subgrade. Time between final excavation and foundation construction should be minimized to limit disturbance and water-induced softening of the subgrade. Soil bearing surfaces should be protected against freezing and the elements before and after concrete placement. If construction is performed during freezing weather, footings and foundation walls should be backfilled as soon as possible after they are constructed. Alternatively, insulating blankets or other means may be used for protection against freezing. - 13 - 5.5 Reuse of Existing Soils Existing subsurface materials, excluding topsoil and peat, may be re-used as Granular Fill, regardless of its gradation, provided it is environmentally appropriate, free of organics, debris, stones greater than 2/3 the lift thickness in diameter, or other unsuitable material, and they are placed to the required degree of compaction. Existing site soils may not be re-used as Gravel Borrow or Crushed Stone unless they meet the gradation requirements presented above, which is unlikely. Tighe & Bond’s scope of services did not include evaluation of the potential for soil contamination with regard to suitability for reuse under the Massachusetts Contingency Plan (MCP) regulations or for off-site disposal purposes. Tighe & Bond did not observe visual or olfactory evidence of contamination in the test borings performed for the geotechnical evaluation. Sampling and analysis of excess soil stockpiles may be required during construction for soil management purposes. 5.6 Obstructions Obstructions were not encountered during the subsurface explorations. However, oversized particles (cobbles, boulders, building materials, etc.) may be present within the existing fill layer. 5.7 Protection of Adjacent Structures and Utilities Utilities to remain in the area of the proposed construction should be properly supported and protected during construction activities. Overhead utilities and utility poles may need to be temporarily or permanently relocated during construction. 5.8 Sequence of Construction Activities Due to the designs of the existing culvert and proposed bridge, a phased construction approach is not feasible, and Weir Road will likely need to be closed locally to traffic. The following is a general sequence of construction activities for the culvert replacement. The final construction sequence will be determined based on the Contractor’s means and methods. Install temporary traffic control devices and signage Install sediment and erosion control measures Install water diversion structures/cofferdams and dewatering system Excavate and demolish existing culvert and headwalls Excavate to subgrade and install deep foundations Place and compact Crushed Stone wrapped in a non-woven geotextile Construct/place footings/pile caps for the abutments and wingwalls Construct/install bridge and wingwalls Backfill behind the abutment walls and wing/head walls Place riprap slope protection within channel and on embankment slopes Install guardrail and pavement Install permanent signage and paint roadway lines - 14 - 6 Limitations The preceding recommendations provided herein are for specific application to the proposed Weir Road bridge over Hamblins Brook project in Yarmouth, Massachusetts, in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made. In the event that any changes in the design or location of the proposed structure are made, the conclusions and recommendations in this report should not be considered valid unless verified in writing. This report is for design purposes only and may not be sufficient to prepare accurate quantity take-offs. It is discouraged that this report in its entirety be included in the construction documents or be provided to a contractor. Rather, the construction recommendations should be incorporated appropriately into the construction specifications as well as exploration locations, exploration logs, and laboratory test results for the contractor’s use under informational purposes only. Thank you for the opportunity to provide these services. Please contact Eric Ohanian at 781- 708-9834 or EOhanian@TigheBond.com if you should have any questions, comments, or require additional information. Very truly yours, TIGHE & BOND, INC. Daniel E. Gnatek, PE Daniel L. Murphy, Jr., PE Project Engineer Senior Project Manager Enclosures Appendix A – Figures Appendix B – Exploration Logs Appendix C – Laboratory Test Results Appendix D – Calculations F:\Projects\B\B5091 Friends of Bass River\003 Weir Road Bridge\Geotechnical\Report\Text\B-5091-003_Weir Rd_Geotechnical Evaluation.docx APPENDIX A Figures Based on U SGS Topo graphic Map forDennis, MA Revised 1974.Conto ur Interval Equals 10 ft.Circles indicate 500-foo t and half-mile rad ii 0 1,000 2,000 Feet 1:24,000 V:\P rojects\B\B5091\WeirRoad_YarmouthMA\SiteLocation_WeirRoadCulvertReplacement.mxd [Exported By: LFrassinelli, 6/20/2023, 10:45:29 AM] FIGURE 1SITE LOCATION Culvert ReplacementWeir RoadYarmouth, Massachusetts June 2023 B-5091 ^_ ¹ È SITE LOCATION Tighe&Bond W EIR ROADSEMINOLEDRIVE L E X I N G T O N L A N E FIGURE 2 SURFICIAL GEOLOGY Culvert ReplacementWeir RoadYarmouth, Massachusetts¹0 50 100 Feet 1:1,200 V:\P rojects\B\B5091\WeirRoad_YarmouthMA\SurficialGeology_WeirRoadCulvertReplacement.mxd [Exported By: LFrassinelli, 6/20/2023, 10:52:26 AM] Based on M assGIS Color Orthop hotog rap hy (2021)Resource data courtesy of MassGIS . B-5091 June 2023 ^_ Lege nd Postglacial Deposits Artificial fill Cran berry bog deposits Glacial Stratified Deposits Gla cia l st ra tified d eposits, co arse Glacial Till and Moraine Deposits Thin till È SITE LOCATION Tighe&Bond W EIR ROADSEMINOLEDRIVE L E X I N G T O N L A N E FIGURE 3BEDROCK LITHOLOGY Culvert ReplacementWeir RoadYarmouth, Massachusetts¹0 50 100 Feet 1:1,200 V:\P rojects\B\B5091\WeirRoad_YarmouthMA\BedrockLithology_WeirRoadCulvertReplacement.mxd [Exported By: LFrassinelli, 6/20/2023, 10:45:18 AM] Based on M assGIS Color Orthop hotog rap hy (2021)Resource data courtesy of MassGIS . B-5091 June 2023 ^_ Lege nd Ge ologic Provinces Avalon B elt Unconsolidated Sediments Dra ina ge B asin New England C oastal È SITE LOCATION Tighe&Bond b/inv 204 1.70 inv 1120 1.51 inv 1140 2.07 Inv 1179 2.54 CULv inv partially-filled 2107 2.90CULv crown 2108 4.67 CULv crown 2109 4.63 10101 7.95 cp52 1200052 11.14 tbm52 9001068 11.13 9001070 9.18 b/inv 204 1.70 inv 1120 1.51 inv 1140 2.07 Inv 1179 2.54 CULv inv partially-filled 2107 2.90CULv crown 2108 4.67 CULv crown 2109 4.63 10101 7.95 cp52 1200052 11.14 tbm52 9001068 11.13 9001070 9.18 TB-2 TB-1 TB-101 EXISTING CULVERT INV IN = EL. 2.54 INV OUT = EL. 1.7 APPROXIMATE EXTENTS OF PROPOSED BRIDGE A A Ti g h e & B o n d , I n c . F : \ P r o j e c t s \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ F i g u r e s \ G e o t e c h n i c a l \ B - 5 0 9 1 - 0 0 3 - B - B L P . d w g Se p 2 0 , 2 0 2 3 - 9 : 3 8 a m P l o t t e d B y : D G n a t e k WEIR RD CULVERT REPLACEMENT YARMOUTH, MA SCALE: DATE:06/15/2023 1" = 10' GENERAL NOTES: 1.EXISTING CONDITIONS SHOWN BASED ON SURVEY DATA PROVIDED BY INTER-FLUVE, INC. OBTAINED IN OCTOBER-NOVEMBER 2020. 2.ELEVATIONS SHOWN HEREIN REFERENCE THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88). 3.BORING LOCATIONS WERE LAID OUT BY TIGHE & BOND REPRESENTATIVES BY MEASURING OFF OF EXISTING SITE FEATURES. LOCATIONS SHOULD BE CONSIDERED APPROXIMATE. 4.BORINGS TB-1 AND TB-2 WERE DRILLED BY NEW ENGLAND BORING CONTRACTORS, INC. OF E. TAUNTON, MA ON OCTOBER 19, 2020. BORINGS WERE ADVANCED WITH FLUSH JOINT CASING USING DRIVE AND WASH METHODS. 5.BORING TB-101 WAS DRILLED BY SEABOARD DRILLING, LLC OF CHICOPEE, MA ON JUNE 12, 2023. THE BORING WAS ADVANCED WITH FLUSH JOINT CASING USING DRIVE AND WASH METHODS. 6.DISTURBED SOIL SAMPLES WERE OBTAINED USING A STANDARD SPLIT-SPOON SAMPLER ADVANCED BY A 140-POUND HAMMER FREE FALLING FROM A HEIGHT OF 30 INCHES. 7.REFER TO BORING LOGS FOR DETAILED INFORMATION. LEGEND: TB-# 0 5'10'20' GRAPHIC SCALE N BORING LOCATION SUBSURFACE EXPLORATION PLAN FIGURE 4 PROPOSED BRIDGE 10 0 -10 -20 EL E V A T I O N (F T N A V D 8 8 ) -30 -40 -50 20 10 0 -10 -20 EL E V A T I O N (F T N A V D 8 8 ) -30 -40 -50 20 SECTION A-A (FACING NORTH)A PROPOSED BRIDGE EXISTING GRADE EXISTING CULVERT TB-2 TB-101 TB-1 11 1 10 6 9 5 5 5 4 13 8 9 7 11 7 12 27 16 5 6 9 1 12 19 14 6 5 6 Ti g h e & B o n d , I n c . F : \ P r o j e c t s \ B \ B 5 0 9 1 F r i e n d s o f B a s s R i v e r \ 0 0 3 W e i r R o a d B r i d g e \ D r a w i n g s \ A u t o C A D \ F i g u r e s \ G e o t e c h n i c a l \ B - 5 0 9 1 - 0 0 3 - B - P r o f i l e . d w g Se p 1 4 , 2 0 2 3 - 1 0 : 2 5 a m P l o t t e d B y : D G n a t e k WEIR RD CULVERT REPLACEMENT YARMOUTH, MA SCALE: DATE:06/16/2023 1" = 10' 0 5'10'20' GRAPHIC SCALE INTERPRETED SUBSURFACE PROFILE FIGURE 5 GENERAL NOTES: 1.ELEVATIONS REFERENCE THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) 2.BORING LOCATIONS SHOULD BE CONSIDERED APPROXIMATE. 3.SUBSURFACE LITHOLOGY INTERPRETED FROM RECOVERED SOIL SAMPLES. REFER TO BORING LOGS FOR ADDITIONAL INFORMATION. 4.REFER TO FIGURE 4 FOR LOCATION OF SECTION IN PLAN. MATERIAL SYMBOLS:BORING FENCE KEY DIAGRAM: TB-# N WR WH REC RQD TB-#BOREHOLE NUMBER N STANDARD PENETRATION RESISTANCE (BLOWS/FT) WR WEIGHT OF ROD WH WEIGHT OF HAMMER U UNDISTURBED SAMPLE REC ROCK CORE RECOVERY RQD ROCK QUALITY DESIGNATION ASPHALT ORGANICS SAND FILL APPENDIX B Exploration Logs Project: Weir Road Culvert Improvements Boring No. Location: Weir Road, Yarmouth, MA Page Client: Casing Sampler Checked by: Type HW Split Spoon Drilling Co.:I.D./O.D. (in)4 / 4.5 1.375/2 Foreman: Hammer Wt.(lb) 140 140 Date Time T&B Rep.: Hammer Fall(in) 30 30 10/19/20 1:45 Date Start: 10/19/20 Rig Make/Model Location Drilling Method: GS. Elev.± 11 Datum:Hammer Type: (ft.) (ft.) 1 8.5' 2 10.5' SILT PI = 0 CLAYEY SILT 0 < PI < 4 SILT & CLAY 4 < PI < 10 CLAY & SILT 10 < PI < 20 SILTY CLAY 20 < PI < 40 CLAY PI > 40 Proportions by Weight TRACE (TR.) 0 - <10% LITTLE (LI.) 10 - <20% SOME (SO.) 20 - <35% AND 35 - <50% Density/Based on N-values VERY LOOSE 0-4 bpf LOOSE 4-10 bpf MEDIUM DENSE 10-30 bpf DENSE 30-50 bpf VERY DENSE >50 bpf bpf=blows per foot Consistency/Based on N-values VERY SOFT <2 bpf SOFT 2-4 bpf MEDIUM 4-8 bpf STIFF 8-15 bpf VERY STIFF 15-30 bpf HARD >30 bpf 18-9 7-6 4-2 3-3 No Recovery Medium dense, gray, fine SAND, some Silt, trace Gravel Medium dense, gray, fine SAND, some Silt, trace Gravel Stiff, gray, SILT, some fine to medium Sand, little fine to coarse Gravel Medium dense, tan, fine to coarse SAND, little Silt, trace Gravel Loose, tan, fine to coarse SAND, little Silt, little fine to corse Gravel Loose, gray, fine to medium SAND, little Silt, trace Gravel Loose, brown, fine to medium SAND, little Silt, trace Gravel, trace roots 12 inches of asphalt pavement Notes: 1. Ground surface elevations based on a plan titled "Weir Road Survey Plan" prepared by Tighe & Bond, dated 12/15/2020. 2. No recovery from initial SPT split spoon sample. A 3-inch sampling spoon was attempted at this depth and also returned no recovery. Organic layer thickness based on N-values in sample S-5. PAVEMENT No Well Installed (in.) Sample Depth 1-3 Drive & Wash Auto 7-5 7-7 2-4 1-WH 19-21 Friends of Bass River 9-3 5-2 3-3 7-9 1-4 4-9 10-9 10-624-26 8-8 Depth 7 10 010 9 S-4 5 S-5 21 Sample No. Recovery 12 9-11 14-16 3-5 1 of 2 M. Rolandi Well Construction 6' N o t e s File No.B-5091-002 0 14 N. Stuttard R. Manson 10/19/20 End: Groundwater Readings Depth Casing Sta. Time 0.5 hours Diedrich D-120 SAND Sta 2+85.8; 5.5' Left New England Boring Contractors 5-7 30 S-615 20 25 S-8 S-7 TB-1 11 Blows Per 6" NAVD88 S-1 Sample Description General Stratigraphy S-2 S-3 FILL ORGANICS Project: Weir Road Culvert Improvements Boring No. Location: Weir Road, Yarmouth, MA Page 2 2 2 Client: File No. Checked by: (ft.)(ft.) 6 7 SAND Loose, gray, fine to coarse SAND, little Silt, trace Gravel Loose, gray, fine to medium SAND, little Silt, trace Gravel Loose, gray, fine to medium SAND, little Silt, trace Gravel 3, 6 4 5, 6 End of boring at 54' 7 34-36 1-3 19 44-46 1-2 2-4 4-4 60 65 Blows Per 6"Sample Description 30 50 55 S-9 6 29-31 2-3 3-5 35 40 45 Sample No. Depth S-10 S-11 Notes: 3. Veins of iron staining in soil. 4.Sample interval incresed to 10 feet to increase production. 5. Sample S-11 had a 3-inch thick vein of clayey silt. 6. N-value likely not representative due to bottom of boring instability and boring cave-in observed prior to SPT. 7. Boring encountered 3 feet of cave-in preventing taking Sample S-12. Borehole backfilled with silica sand and capped with pavement patch after completion. SILT PI = 0 CLAYEY SILT 0 < PI < 4 SILT & CLAY 4 < PI < 10 CLAY & SILT 10 < PI < 20 SILTY CLAY 20 < PI < 40 CLAY PI > 40 Proportions by Weight TRACE (TR.) 0 - <10% LITTLE (LI.) 10 - <20% SOME (SO.) 20 - <35% AND 35 - <50% Density/Based on N-values VERY LOOSE 0-4 bpf LOOSE 4-10 bpf MEDIUM DENSE 10-30 bpf DENSE 30-50 bpf VERY DENSE >50 bpf bpf=blows per foot Consistency/Based on N- values VERY SOFT <2 bpf SOFT 2-4 bpf MEDIUM 4-8 bpf STIFF 8-15 bpf VERY STIFF 15-30 bpf HARD >30 bpf TB-1 of General Stratigraphy Well Construction (in.) N o t e s Recovery Sample Depth Friends of Bass River B-5091-002 M. Rolandi Project: Weir Road Culvert Improvements Boring No. Location: Weir Road, Yarmouth, MA Page Client: Casing Sampler Checked by: Type HW Split Spoon Drilling Co.:I.D./O.D. (in)4 / 4.5 1.375/2 Foreman: Hammer Wt.(lb) 140 140 Date Time T&B Rep.: Hammer Fall(in) 30 30 10/19/20 3:30 Date Start: 10/19/20 Rig Make/Model Location Drilling Method: GS. Elev.± 10.5 Datum:Hammer Type: (ft.) 1 5' 9' 2 3 A (top 11 inches): Tan, fine to coarse SAND, some Silt, trace Gravel, trace roots B (bottom 7 inches): Dark brown, PEAT, little Sand, trace Gravel PAVEMENT FILL End of boring at 11' ORGANICS SAND No Well Installed File No.B-5091-002 R. Manson 4' 0 0.5 hours New England Boring Contractors Groundwater Readings N. Stuttard Depth Casing Sta. Time Sta 2+32.2; 6.2' Left General Stratigraphy N o t e s Well Construction Friends of Bass River TB-2 1 of 1 M. Rolandi NAVD88 SILT PI = 0 CLAYEY SILT 0 < PI < 4 SILT & CLAY 4 < PI < 10 CLAY & SILT 10 < PI < 20 SILTY CLAY 20 < PI < 40 CLAY PI > 40 Proportions by Weight TRACE (TR.) 0 - <10% LITTLE (LI.) 10 - <20% SOME (SO.) 20 - <35% AND 35 - <50% Density/Based on N-values VERY LOOSE 0-4 bpf LOOSE 4-10 bpf MEDIUM DENSE 10-30 bpf DENSE 30-50 bpf VERY DENSE >50 bpf bpf=blows per foot Consistency/Based on N-values VERY SOFT <2 bpf SOFT 2-4 bpf MEDIUM 4-8 bpf STIFF 8-15 bpf VERY STIFF 15-30 bpf HARD >30 bpf Notes: 1. Ground surface elevations based on a plan titled "Weir Road Survey Plan" prepared by Tighe & Bond, dated 12/15/2020. 2. No recovery from initial SPT split spoon sample. A 3-inch sampling spoon was attempted at this depth and returned 19" of recovery. 3. Borehole was backfilled with silica sand, concrete, and asphalt patch. 10/19/20 End: Diedrich D-120 Medium dense, gray, fine to Medium SAND, Some Silt, trace Gravel Auto Drive & Wash Sample No. Recovery (in.) Depth Sample Depth (ft.) Blows Per 6"Sample Description 5-8 3-6S-1 16 1-3 Medium dense, tan, fine to medium SAND, some Silt, trace Gravel 11 inches of pavement and pavement base S-2 18 4-65 1-1 1-WH S-3 19 9-11 4-5105-8 15 20 25 30 Page File No. Checked by: Drilling Co.:Casing Sampler Foreman:FJ Split Spoon Date Time T&B Rep.:4"/4-1/2"1-3/8"/2" Date Start:140#140# Location 30"30" GS. Elev. (ft.) 30 25 S-8 / 7 25-27 9-5 -Loose, gray, fine to medium SAND, little Gravel, trace Silt3-3 No Recovery 7-5 20 S-7 / 0 20-22 6-6 - 15 S-5 / 3 15-17 2-2 - Loose, gray, fine to medium SAND, trace Silt S-6 / 8 17-19 6-2 - 3-3 Loose, gray, fine SAND, little Silt, trace Gravel 2-9 Loose, gray, fine to coarse SAND, some Silt, trace Gravel 2-3 S-4 / 3 13-15 6-3 -Loose, gray, fine to medium SAND, little Gravel, trace Silt 3-3 S-3 / 8 11-13 3-2 - 9' 10 4-3 S-2 / 6 9-11 7-5 -Loose, gray, fine to coarse SAND, little Silt, little Gravel 5-2 5 S-1 / 18 5-7 1-1 General Stratigraphy N o t e s Well Construction Per Ft. No Well Installed 1 SAND ASPHALT 1' EXISTING FILL -Loose, brown, fine to medium SAND, little Silt, trace Gravel Depth Casing Blows Sample No. Rec.(in) Sample Depth (ft.) Blows Per 6" PID Reading (ppm) Rig Make/Model Mobile B53 (autohammer) Sample Description J. Nitsch Type Depth Casing Sta. Time A. Grams I.D./O.D. Not Recorded Sta 2+47.3; 6.4' Left Hammer Fall 06/12/23 End: 06/12/23 Hammer Wt. 11'± (NAVD88) Location: Weir Road, Yarmouth, MA D. Gnatek Client: Friends of Bass River Seaboard Drilling, LLC Groundwater Readings Boring No.TB-101 1 of 2 Project: Weir Road Culvert Replacement B-5091-003 Notes: 1) Strata change estimated based on existing topography and previous explorations.TRACE (TR.)LITTLE (LI.) SOME (SO.) AND 0 -<10%10 - <20% 20 - <35% 35 - <50% Proportions Used Density/Consistency VERY LOOSELOOSEMEDIUM DENSEDENSE VERY DENSE 0-44-1010-3030-50>50 VERY SOFTSOFTMEDIUMSTIFFVERY STIFFHARD <22-44-88-1515-30>30 Page File No. Checked by: (ft.) Medium dense, gray, fine to coarse SAND, trace Silt SAND D. Gnatek Friends of Bass River - Client: Location: N o t e s Well ConstructionGeneral Stratigraphy Loose, gray, fine to coarse SAND, trace Silt No Well Installed 3 2 2- Loose, gray, fine to medium SAND, trace Silt - TB-101 2 of 2 B-5091-003 Boring No. 40 55 35 Blows Per 6" Casing Blows Per Ft. Sample No. Rec.(in) Depth Sample Depth (ft.) S-9 / 0 30-32 45 50 S-11 / 18 40-42 S-10 / 7 35-37 3-3 - Weir Road Culvert ReplacementProject: PID Readin g (ppm) Sample Description 4-5 4-4 Weir Road, Yarmouth, MA S-13 / 14 Medium dense, gray, fine to coarse SAND, trace Gravel, trace Silt End of Boring at 57' 4-4 Loose, gray, fine to coarse SAND, trace Gravel, trace Silt 4-4 - 7-16 Medium dense, gray, fine to medium SAND, trace Silt, trace Gravel S-12 / 0 45-47 3-3 4-5 50-52 3-4 8-20 - 20-26 65 60 S-14 / 55-57 4-7 Notes: 2) No recovery. Drillers re-drive split-spoon to obtain sample. 3) Borehole backfilled with cuttings and sand/gravel. Pavement repaired with asphalt cold patch. APPENDIX C Laboratory Test Results 1 of 1 11.12.2020 Depth (Ft) As Received Water Content % LL % PL % Gravel % Sand % Fines %Org. %Gs Dry unit wt. pcf Test Water Content % gd MAX (pcf) Wopt (%) gd MAX (pcf) Wopt (%) (Corr.) Target Test Setup as % of Proctor CBR @ 0.1" CBR @ 0.2" Permeability cm/sec D2216 D2974 D854 TB-1 S-2 3-5 20-S-3450 10.5 75.4 14.1 Brown silty sand TB-1 S-6 14-16 20-S-3451 0.3 78.5 21.2 Brown silty sand TB-1 S-8 24-26 20-S-3452 13.0 28.4 58.6 Gray sandy lean clay TB-2 S-3 9-11 20-S-3453 3.3 90.8 5.9 Light Brown poorly graded sand with silt Date Reviewed:11.13.2020Reviewed By:11.10.2020Date Received: Laboratory No.Boring No.Sample No. Laboratory Log and Soil Description D6913 D1557D4318 Summary Page: Fax: (401)-467-2398 PM: D. Murphy and E. Ohanian T&B Project Number: 74-20-0002.104 thielsch.com Assigned By: Rob Manson LABORATORY TESTING DATA SHEET, Report No.: 7420-L-124 Identification Tests Proctor / CBR / Permeability Tests Project Information: Cranston RI, 02910 Tighe & Bond Weir Road Culvert Replacement Phone: (401)-467-6454 Westfield, MA 195 Frances Avenue Client Information: Let's Build a Solid Foundation Collected By: Client Report Date: Weir Road, Yarmouth, MA This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made. This report shall not be reproduced, except in full, without prior written approval from the Agency, as defined in ASTM E329. Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 7.2 3.3 3.1 26.2 46.1 14.1 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring Depth: 3-5' Sample Number: TB-1 / S-2 Client: Project: Project No:Figure Brown silty sand 1" 0.75" 0.5" 0.375" #4 #10 #20 #40 #60 #100 #200 100.0 92.8 92.8 91.5 89.5 86.4 77.2 60.2 40.1 22.9 14.1 NP NV NP SM A-2-4(0) 6.3291 1.6367 0.4230 0.3218 0.1904 0.0848 11.10.2020 11.12.2020 JM Steven Accetta Laboratory Coordinator Tighe & Bond Weir Road Culvert Replacement Weir Road, Yarmouth, MA 74-20-0002.104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-3450 Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 0.3 3.4 74.8 21.2 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring Depth: 14-16' Sample Number: TB-1 / S-6 Client: Project: Project No:Figure Brown silty sand 0.375" #4 #10 #20 #40 #60 #100 #200 100.0 99.7 99.4 98.0 96.0 90.8 53.7 21.2 NP NV NP SM A-2-4(0) 0.2456 0.2250 0.1628 0.1421 0.0958 11.10.2020 11.12.2020 JM Steven Accetta Laboratory Coordinator Tighe & Bond Weir Road Culvert Replacement Weir Road, Yarmouth, MA 74-20-0002.104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-3451 Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 10.1 2.9 1.3 10.8 16.3 58.6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring Depth: 24-26' Sample Number: TB-1 / S-8 Client: Project: Project No:Figure Gray sandy lean clay 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 89.9 89.9 89.9 89.1 87.0 85.7 81.5 74.9 69.2 63.8 58.6 11 19 8 CL A-4(1) 25.6273 1.5780 0.0923 Sample visually classified as plastic. Sample rolled to 1/8". 11.10.2020 11.12.2020 JM Steven Accetta Laboratory Coordinator Tighe & Bond Weir Road Culvert Replacement Weir Road, Yarmouth, MA 74-20-0002.104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-3452 Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 3.3 0.3 62.9 27.6 5.9 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 Test Results (D6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Boring Depth: 9-11' Sample Number: TB-2 / S-3 Client: Project: Project No:Figure Light Brown poorly graded sand with silt 0.75" 0.5" 0.375" #4 #10 #20 #40 #60 #100 #200 100.0 97.1 96.7 96.7 96.4 90.8 33.5 13.8 9.9 5.9 NP NV NP SP-SM A-1-b 0.8381 0.7764 0.5804 0.5207 0.4027 0.2680 0.1522 3.81 1.84 Sample received with standing water. 11.10.2020 11.12.2020 JM Steven Accetta Laboratory Coordinator Tighe & Bond Weir Road Culvert Replacement Weir Road, Yarmouth, MA 74-20-0002.104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 20-S-3453 As Rcvd Moisture Content % LL % PL % Gravel % Sand % Fines % Org. % pH gd MAX (pcf) Wopt (%) gd MAX (pcf) Wopt (%) (Corr.) Dry unit wt. (pcf) Test Moisture Content % Target Test Setup as % of Proctor CBR @ 0.1" CBR @ 0.2" Permeability cm/sec D2216 D2974 D4792 TB-101 S-4 13-15 23-S-2656 13.9 84.0 2.1 Brown poorly graded sand TB-101 S-6 17-19 23-S- 2657 6.2 80.5 13.3 Brown silty sand TB-101 S-8 25-27 23-S-2658 14.3 76.1 9.6 Brown poorly graded sand with silt TB-101 S-11 40-42 23-S-2659 2.5 94.9 2.6 Brown poorly graded sand Date Reviewed:07.05.23 Project Information: Cranston RI, 02910 Tighe & Bond Fax: (401)-467-2398 Weir Road over Hamblins Brook Project Manager: Dan Gnatek Weir Road, Yarmouth, MA Project Number: B-5091-003 Summary Page: Report Date: 1 of 1 07.05.23 Phone: (401)-467-6454 Providence, RI 195 Frances Avenue Client Information: Let's Build a Solid Foundation cts.thielsch.com Assigned By: Collected By: Dan Gnatek Audrey Grams Reviewed By:06.26.23 Depth (ft) LABORATORY TESTING DATA SHEET, Report No.: 7423-F-196 Identification Tests Proctor / CBR / Permeability Tests Date Received: Laboratory No. Boring No. Laboratory Log and Soil Description D6913 Sample No. D4318 D1557 This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made. This report shall not be reproduced, except in full, without prior written approval from the Agency, as defined in ASTM E329. Th e s e r e s u l t s a r e f o r t h e e x c l u s i v e u s e o f t h e c l i e n t f o r w h o m t h e y w e r e o b t a i n e d . T h i s r e p o r t o n l y r e l a t e s t o i t e m s i n s p e c t a n d / o r t e s t e d . N o w a r r a n t y , e x p r e s s e d o r i m p l i e d , i s m a d e . Tested By: KW / JB Checked By: Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 13.9 1.2 56.5 26.3 2.1 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Boring Depth: 13-15' Sample Number: TB-101 / S-4 Date: Client: Project: Project No:Fig. Brown poorly graded sand 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 92.3 86.1 84.9 80.1 28.4 6.9 4.4 2.1 NP NV NP 8.1743 2.3134 0.6157 0.5535 0.4360 0.3275 0.2865 2.15 1.08 SP A-1-b Tighe & Bond Weir Rd over Hamblins Brook Weir Rd, Yarmouth MA B5091-003 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *(no specification provided) 06.28.23 23-S-2656 Thielsch Engineering Inc. Cranston, RI Th e s e r e s u l t s a r e f o r t h e e x c l u s i v e u s e o f t h e c l i e n t f o r w h o m t h e y w e r e o b t a i n e d . T h i s r e p o r t o n l y r e l a t e s t o i t e m s i n s p e c t a n d / o r t e s t e d . N o w a r r a n t y , e x p r e s s e d o r i m p l i e d , i s m a d e . Tested By: KW / JB Checked By: Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 5.2 1.0 0.7 0.4 79.4 13.3 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Boring Depth: 17-19' Sample Number: TB-101 / S-6 Date: Client: Project: Project No:Fig. Brown silty sand 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 94.8 94.8 93.9 93.8 93.1 93.0 92.7 91.3 58.7 13.3 NP NV NP 0.2347 0.2119 0.1530 0.1313 0.0967 0.0770 SM A-2-4(0) Tighe & Bond Weir Rd over Hamblins Brook Weir Rd, Yarmouth MA B5091-003 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *(no specification provided) 06.28.23 23-S-2657 Thielsch Engineering Inc. Cranston, RI Th e s e r e s u l t s a r e f o r t h e e x c l u s i v e u s e o f t h e c l i e n t f o r w h o m t h e y w e r e o b t a i n e d . T h i s r e p o r t o n l y r e l a t e s t o i t e m s i n s p e c t a n d / o r t e s t e d . N o w a r r a n t y , e x p r e s s e d o r i m p l i e d , i s m a d e . Tested By: KW / JB Checked By: Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 14.3 4.7 29.5 41.9 9.6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Boring Depth: 25-27' Sample Number: TB-101 / S-8 Date: Client: Project: Project No:Fig. Brown poorly graded sand with silt 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 95.0 85.7 81.0 69.7 51.5 35.8 22.0 9.6 NP NV NP 6.8099 4.3425 0.5729 0.4026 0.2045 0.1038 0.0769 7.45 0.95 SP-SM A-3 Tighe & Bond Weir Rd over Hamblins Brook Weir Rd, Yarmouth MA B5091-003 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *(no specification provided) 06.28.23 23-S-2658 Thielsch Engineering Inc. Cranston, RI Th e s e r e s u l t s a r e f o r t h e e x c l u s i v e u s e o f t h e c l i e n t f o r w h o m t h e y w e r e o b t a i n e d . T h i s r e p o r t o n l y r e l a t e s t o i t e m s i n s p e c t a n d / o r t e s t e d . N o w a r r a n t y , e x p r e s s e d o r i m p l i e d , i s m a d e . Tested By: KW / JB Checked By: Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.5 4.3 44.1 46.5 2.6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Boring Depth: 40-42' Sample Number: TB-101 / S-11 Date: Client: Project: Project No:Fig. Brown poorly graded sand 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100.0 98.5 97.5 93.2 73.6 49.1 24.6 9.0 2.6 NP NV NP 1.6447 1.3022 0.5629 0.4342 0.2836 0.1896 0.1570 3.58 0.91 SP A-1-b Tighe & Bond Weir Rd over Hamblins Brook Weir Rd, Yarmouth MA B5091-003 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *(no specification provided) 06.28.23 23-S-2659 Thielsch Engineering Inc. Cranston, RI APPENDIX D Calculations Project No.Project Name: Project Location: Prepared By:Date: Checked By:Date: Ni SPT N-values measured in the field di thickness of any layer between 0 and 100 feet Nbar = 100/S(di/Ni)Average SPT N-values in the upper 100 feet NO NO NO NO NO NO NO Boring No. TB-1 Depth Ni di di/Ni Nbar Remarks: 2 16 2 0.13 Nbar > 50 4 5 2 0.40 15 ≤ Nbar ≤ 50 6 6 2 0.33 Nbar < 15 8 9 2 0.22 10 1 2 2.00 Note: From AASHTO LRFD Table C.3.10.3.1.-1 15 12 5 0.42 20 19 5 0.26 25 14 5 0.36 30 6 5 0.83 35 5 5 1.00 45 6 10 1.67 100 6 55 9.71 Note from ASCE 7 Section 20 6 100 Sum of layers (di) must equal 100 ft Definitions: Ni Standard Penetration resistance (ASTM D1586) not to exceed 100 bpf as directly meastured in the field without correction. di Thickness of any soil or rock layer (i) between 0 and 100 feet Nbar Average field standard penetration resistance for the top 100 feet 3: Is there a layer of High Plasticity Clay (PI>75) greater than 25 feet in thickness? Seismic Site Classification (State Building Code, ASCE 7, & AASHTO LRFD Bridge Design Section 3.10.2, 3.10.3, 3.10.4) B-5091-003 Weir Rd. Culvert Replacement Weir Rd. over Hamblins Brook, Yarmouth, MA D. Gnatek 11/29/2022 Check for Class F: 1: Are soils vulnerable to potential failure or collapse under seismic loading present (i.e. liquefiable, quick/highly sensitive clay, collapsible weakly cemented)? 2: Is there a layer of Peat or Highly Organic Clay greater than 10 feet in thickness? Site Class E Soft Soil Profile 4: Is There a layer of soft to medium stiff Clay greater than 120 feet in thickness? S u < 1,000 psf (50 ksf) Check for Class E: Any soil profile with more than 10 feet of soil having ALL the following characteristics: 1: Plasticity Index (PI) > 20 2: Moisture Content (w) >= 40% 3. Undrained Shear Strength (Su) < 500 psf If site is NOT classified as Seismc Site Class E or F continue below Site Class C, Very Dense soil and soft rock Site Class D, Stiff Soil Profile Site Class E, Soft Soil Profile When using Method B, N values are for cohesioneless soils and cohesive soil and rock layers withinin upper 100 feet. Where refual is met for a rock layer, Ni should be taken as 100 blow/ft. Site Classes A and B shall not be assigned to a site if there is more than 10 feet of soil between the rock surface and the bottom of the spread footing or mat foundation Note: If any of above are found to be true, then follow Site Response Analysis in ASCE 7 Section 21.1 Project No.Project Name: Project Location: Prepared By:Date: Checked By:Date: Ni SPT N-values measured in the field di thickness of any layer between 0 and 100 feet Nbar = 100/S(di/Ni)Average SPT N-values in the upper 100 feet NO NO NO NO NO NO NO Boring No. TB-101 Depth Ni di di/Ni Nbar Remarks: 6 6 6 1.00 Nbar > 50 10 9 4 0.44 15 ≤ Nbar ≤ 50 12 5 2 0.40 Nbar < 15 14 5 2 0.40 16 5 2 0.40 Note: From AASHTO LRFD Table C.3.10.3.1.-1 18 4 2 0.50 21 13 3 0.23 26 8 5 0.63 31 9 5 0.56 36 7 5 0.71 41 11 5 0.45 46 7 5 0.71 51 12 5 0.42 56 27 5 0.19 100 20 44 2.26 Note from ASCE 7 Section 20 11 100 Sum of layers (di) must equal 100 ft Definitions: Ni Standard Penetration resistance (ASTM D1586) not to exceed 100 bpf as directly meastured in the field without correction. di Thickness of any soil or rock layer (i) between 0 and 100 feet Nbar Average field standard penetration resistance for the top 100 feet Seismic Site Classification (State Building Code, ASCE 7, & AASHTO LRFD Bridge Design Section 3.10.2, 3.10.3, 3.10.4) B-5091-003 Weir Rd. Culvert Replacement Weir Rd. over Hamblins Brook, Yarmouth, MA D. Gnatek 6/15/2023 2: Moisture Content (w) >= 40% Check for Class F: 1: Are soils vulnerable to potential failure or collapse under seismic loading present (i.e. liquefiable, quick/highly sensitive clay, collapsible weakly cemented)? 2: Is there a layer of Peat or Highly Organic Clay greater than 10 feet in thickness? 3: Is there a layer of High Plasticity Clay (PI>75) greater than 25 feet in thickness? 4: Is There a layer of soft to medium stiff Clay greater than 120 feet in thickness? S u < 1,000 psf (50 ksf) Note: If any of above are found to be true, then follow Site Response Analysis in ASCE 7 Section 21.1 Check for Class E: Any soil profile with more than 10 feet of soil having ALL the following characteristics: 1: Plasticity Index (PI) > 20 Site Classes A and B shall not be assigned to a site if there is more than 10 feet of soil between the rock surface and the bottom of the spread footing or mat foundation Site Class E Soft Soil Profile 3. Undrained Shear Strength (Su) < 500 psf If site is NOT classified as Seismc Site Class E or F continue below Site Class C, Very Dense soil and soft rock Site Class D, Stiff Soil Profile Site Class E, Soft Soil Profile When using Method B, N values are for cohesioneless soils and cohesive soil and rock layers withinin upper 100 feet. Where refual is met for a rock layer, Ni should be taken as 100 blow/ft. 11/29/22, 2:59 PM https://earthquake.usgs.gov/ws/designmaps/aashto-2009.json?latitude=41.699267&longitude=-70.215940&siteClass=E&title=Weir Rd., Yarmouth, MA https://earthquake.usgs.gov/ws/designmaps/aashto-2009.json?latitude=41.699267&longitude=-70.215940&siteClass=E&title=Weir Rd., Yarmouth, MA 1/8 { "request": { "date": "2022-11-29T19:59:41.987Z", "referenceDocument": "AASHTO-2009", "status": "success", "url": "https://earthquake.usgs.gov/ws/designmaps/aashto-2009.json?latitude=41.699267&longitude=-70.21594&siteClass=E&title=Weir Rd., Yarmouth, MA", "parameters": { "latitude": 41.699267, "longitude": -70.21594, "siteClass": "E", "title": "Weir Rd., Yarmouth, MA" } }, "response": { "data": { "pga": 0.045, "fpga": 2.5, "as": 0.113, "ss": 0.099, "fa": 2.5, "sds": 0.247, "s1": 0.03, "fv": 3.5, "sd1": 0.105, "sdc": "A", "ts": 0.423, "t0": 0.085, "twoPeriodDesignSpectrum": [ [ 0, 0.113 ], [ 0.025, 0.153 ], [ 0.05, 0.193 ], [ 0.085, 0.247 ], [ 0.1, 0.247 B-5091-003 Weir Rd over Hamblins Brook 0 1 2 3 4 5 6 7 4 5 6 7 8 9 10 Be a r i n g P r e s s u r e ( k s f ) Effective Footing Width (feet) Bearing Resistance Design Chart Factored Resistance at Strength Limit State Service Limit State (Se = 0.5 in) Service Limit State (Se = 0.75 in) Service Limit State (Se = 1.0 in) Tighe&Bond B-5091-003 Weir Road over Hamblins Brook Strength Limit State Bearing Resistance -Spread Footings Prepared by:DEG Date: 6/15/23 Checked by:CDH Date: Method:Calculate strength limit state bearing resistance of soil for varying footing widths according to Section 10.6.3.1, pp. 10-66 to 10-70, AASHTO LRFD Bridge Design Specifications, 9th Edition (2020). Assumptions: The foundations bear at approximate elevation -4.5 feet on 12 inches of compacted crushed stone, overlying native soils (loose to medium dense, fine to medium sand). Load inclination factors are omitted (equal to 1) per AASHTO guidance as the foundations will be embedded 4 feet. Groundwater is located above the bottom of footing elevation. Bearing capacity factors (N_c, N_q, and N_) taken from Table 10.6.3.1.2a-1. γ Depth correction factor (d_q) conservatively assumed to be 1.0 for all cases. Friction angle based on data from borings TB-1 and TB-101 within assumed bearing zone. Solution: Foundation ≔L 38.5 ft ≔dq 1 ≔Cwq 0.5 ≔ic 1 ≔Df 4 ft ≔Cwγ 0.5 ≔iq 1 ≔iγ 1 Soils ≔ϕf 32 deg ≔γ 120 ――lbf ft 3 ≔c 0 ksf ≔Nc 35.5 ≔Nq 23.2 ≔Nγ 30.2 Page 1 Tighe&Bond B = 5 feet ≔B 5 ft =―Df B 0.8 ≔sc =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠ ⎛ ⎜ ⎝ ――Nq Nc ⎞ ⎟ ⎠ 1.08 ≔sq =-1 ⋅0.4 ⎛ ⎜⎝―B L ⎞ ⎟⎠0.95 ≔sγ =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠tan ⎛⎝ϕf⎞⎠1.08 ≔Ncm =⋅⋅Nc sc ic 38.5 ≔Nqm =⋅⋅⋅Nq sq dq iq 22 ≔Nγm =⋅⋅Nγ sγ iγ 32.7 ≔qn ++⋅c Ncm ⋅⋅⋅γ Df Nqm Cwq ⋅⋅⋅⋅0.5 γ B Nγm Cwγ =qn 10.2 ksf ≔φb 0.45 (resistance factor from AASHTO LRFD Table 10.5.5.2.2-1) ≔qR =⋅φb qn 4.58 ksf B = 6 feet ≔B 6 ft =―Df B 0.7 ≔sc =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠ ⎛ ⎜ ⎝ ――Nq Nc ⎞ ⎟ ⎠ 1.1 ≔sq =-1 ⋅0.4 ⎛ ⎜⎝―B L ⎞ ⎟⎠0.94 ≔sγ =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠tan ⎛⎝ϕf⎞⎠1.1 ≔Ncm =⋅⋅Nc sc ic 39.1 ≔Nqm =⋅⋅⋅Nq sq dq iq 21.8 ≔Nγm =⋅⋅Nγ sγ iγ 33.1 ≔qn ++⋅c Ncm ⋅⋅⋅γ Df Nqm Cwq ⋅⋅⋅⋅0.5 γ B Nγm Cwγ =qn 11.2 ksf ≔φb 0.45 (resistance factor from AASHTO LRFD Table 10.5.5.2.2-1) ≔qR =⋅φb qn 5.03 ksf Page 2 Tighe&Bond≔qR =⋅φb qn 5.03 ksf B = 7 feet ≔B 7 ft =―Df B 0.6 ≔sc =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠ ⎛ ⎜ ⎝ ――Nq Nc ⎞ ⎟ ⎠ 1.12 ≔sq =-1 ⋅0.4 ⎛ ⎜⎝―B L ⎞ ⎟⎠0.93 ≔sγ =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠tan ⎛⎝ϕf⎞⎠1.11 ≔Ncm =⋅⋅Nc sc ic 39.7 ≔Nqm =⋅⋅⋅Nq sq dq iq 21.5 ≔Nγm =⋅⋅Nγ sγ iγ 33.6 ≔qn ++⋅c Ncm ⋅⋅⋅γ Df Nqm Cwq ⋅⋅⋅⋅0.5 γ B Nγm Cwγ =qn 12.2 ksf ≔φb 0.45 (resistance factor from AASHTO LRFD Table 10.5.5.2.2-1) ≔qR =⋅φb qn 5.50 ksf B = 8 feet ≔B 8 ft =―Df B 0.5 ≔sc =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠ ⎛ ⎜ ⎝ ――Nq Nc ⎞ ⎟ ⎠ 1.14 ≔sq =-1 ⋅0.4 ⎛ ⎜⎝―B L ⎞ ⎟⎠0.92 ≔sγ =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠tan ⎛⎝ϕf⎞⎠1.13 ≔Ncm =⋅⋅Nc sc ic 40.3 ≔Nqm =⋅⋅⋅Nq sq dq iq 21.3 ≔Nγm =⋅⋅Nγ sγ iγ 34.1 ≔qn ++⋅c Ncm ⋅⋅⋅γ Df Nqm Cwq ⋅⋅⋅⋅0.5 γ B Nγm Cwγ =qn 13.3 ksf ≔φb 0.45 (resistance factor from AASHTO LRFD Table 10.5.5.2.2-1) ≔qR =⋅φb qn 5.98 ksf Page 3 Tighe&Bond≔qR =⋅φb qn 5.98 ksf B = 9 feet ≔B 9 ft =―Df B 0.4 ≔sc =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠ ⎛ ⎜ ⎝ ――Nq Nc ⎞ ⎟ ⎠ 1.15 ≔sq =-1 ⋅0.4 ⎛ ⎜⎝―B L ⎞ ⎟⎠0.91 ≔sγ =+1 ⋅⎛ ⎜⎝―B L ⎞ ⎟⎠tan ⎛⎝ϕf⎞⎠1.15 ≔Ncm =⋅⋅Nc sc ic 40.9 ≔Nqm =⋅⋅⋅Nq sq dq iq 21 ≔Nγm =⋅⋅Nγ sγ iγ 34.6 ≔qn ++⋅c Ncm ⋅⋅⋅γ Df Nqm Cwq ⋅⋅⋅⋅0.5 γ B Nγm Cwγ =qn 14.4 ksf ≔φb 0.45 (resistance factor from AASHTO LRFD Table 10.5.5.2.2-1) ≔qR =⋅φb qn 6.48 ksf Page 4 Tighe&Bond B-5091-003 Weir Road over Hamblins Brook Service Limit State Settlement -Spread Footings Prepared by:DEG Date: 07/12/2023 Checked by:CDH Date: Method:Calculate the net applied vertical stress (q_0) for varying footing widths and elastic settlements using the elastic halfspace method, Eq. 10.6.2.4.2-1, pp. 10-56, AASHTO LRFD Bridge Design Specifications, 9th Edition (2020). Assumptions: The foundations bear on native sands at approximate elevation -2 feet. Groundwater is located at the streambed elevation. There is 13 feet of road embankment fill above the streambed elevation. The foundation is assumed to be a 38.5-foot-long strip footing. It is assumed that the foundation is rigid and is not eccentrically loaded (i.e. effective area (A') = L*B). Solution: Foundation ≔L 38.5 ft Soils ≔N160 10 (average value from TB-101 within 2B of bottom of footing) ≔v 0.3 (Table C10.4.6.3-1) ≔Es =⋅0.139 ksi N160 1.39 ksi ≔Es 2.78 ksi (Table C10.4.6.3-1 avg. for loose sand) B = 5 feet Page 1 Tighe&Bond B = 5 feet ≔B 5 ft ≔A'=⋅B L 193 ft 2 =―L B 7.7 ≔βz 1.33 (Table 10.6.2.4.2-1) Settlement ≔Se 0.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 1.76 ksf ≔Se 1.0 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 3.51 ksf ≔Se 1.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 5.27 ksf B = 6 feet ≔B 6 ft ≔A'=⋅B L 231 ft 2 =―L B 6.4 ≔βz 1.29 (Table 10.6.2.4.2-1) Settlement ≔Se 0.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 1.56 ksf ≔Se 1.0 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 3.11 ksf ≔Se 1.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 4.67 ksf B = 7 feet Page 2 Tighe&Bond B = 7 feet ≔B 7 ft ≔A'=⋅B L 270 ft 2 =―L B 5.5 ≔βz 1.26 (Table 10.6.2.4.2-1) Settlement ≔Se 0.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 1.41 ksf ≔Se 1.0 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 2.81 ksf ≔Se 1.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 4.22 ksf B = 8 feet ≔B 8 ft ≔A'=⋅B L 308 ft 2 =―L B 4.8 ≔βz 1.23 (Table 10.6.2.4.2-1) Settlement ≔Se 0.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 1.28 ksf ≔Se 1.0 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 2.57 ksf ≔Se 1.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 3.85 ksf B = 9 feet Page 3 Tighe&Bond B = 9 feet ≔B 9 ft ≔A'=⋅B L 347 ft 2 =―L B 4.3 ≔βz 1.21 (Table 10.6.2.4.2-1) Settlement ≔Se 0.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 1.19 ksf ≔Se 1.0 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 2.38 ksf ≔Se 1.5 in ≔q0 =―――――⋅⋅Es βz Se ⋅⎛⎝-1 v 2 ⎞⎠‾‾A' 3.57 ksf Page 4 ***************************************************************** ALLPILE 7 VERTICAL ANALYSIS SUMMARY OUTPUT Copyright by CivilTech Software www.civiltech.com ***************************************************************** Licensed to Date: 9/5/2023 File: F:\Projects\B\B5091 Friends of Bass River\003 Weir Road Bridge\Geotechnical\Calcs\Deep Fdns\Driven Pipe.alp 1.0 Title 1: B-5091-003 Title 2: Weir Rd over Hamblins Brook ALLPILE INPUT DATA: __________________________________________________________ * Pile Type Page * Unit: English Displacement pile: Closed End pipe. Soil is displaced during driving. Higher friction expected. Total area is used in bearing calculation. Pile Type: Driving Steel Pile (Closed end) * Pile Profile * Foundation Depth: 30.0 -ft Top Height: -12.5 -ft Slope Angle: 0 Pile Angle: 0 * Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par. ____________________________________________________________________________________ __________________________ 0.0 10.75 23.8 33.8 257.8 29000 0.132 82.0 2 2 Steel (smooth) 30.0 10.75 23.8 33.8 Pile Tip Note: Mix = % of Inside material/Outside material Group Type: 0 Top Type: 5 Water Table: 6 -ft Ground Elevation: 10.5 -ft * Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil -ft -lb/f3 o -kp/f2 -lb/i3 - % 0.0 111.7 31.6 0.00 29.7 28.23 8 4 Fill 6.0 112.7 32.1 0.00 34.1 30.24 8 4 Fill 9.0 49.7 31.8 0.00 24.5 29.10 8 4 Sand/Gravel 20.0 55.6 34.4 0.00 44.4 42.16 13 4 Sand/Gravel 35.0 53.1 33.3 0.00 34.8 36.28 11 4 Sand/Gravel 55.0 60.6 37.9 0.00 93.4 65.00 29 4 Sand/Gravel Surcharge Pressure on ground: 0 -kp/f2 ALLPILE ANALYSIS AND RESULTS: __________________________________________________________ TOTAL LOADS: Vertical Load, Q: 10.0 -kp Vertical Load with Load Factor, Q: 10.0 -kp Vertical Load with Load factor and Pile Cap, Q= 10.0 -kp Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0 PILE PROFILE: Pile Length, L= 30.0 -ft Top Height, H= -12.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00 *To consider the influence of different soils below the pile tip, bearing stratum is defined from pile tip extending to 10 Diameter of pile, which is 9.0-ft (Input Page F, Item 3) SINGLE PILE: Kdown= 1.2 Kup= 0.7 Ka= 1.00 Single Pile Vertical Analysis: Total Ultimate Capacity (Down)= 86.248-kp Total Ultimate Capacity (Up)= 33.590-kp Total Allowable Capacity (Down)= 39.203-kp Total Allowable Capacity (Up)= 17.092-kp Weight above Ground= 0.00 Total Weight= 2.78-kp *Soil Weight is not included Side Resistance (Down)= 52.821-kp Side Resistance (Up)= 30.812-kp Tip Resistance (Down)= 33.426-kp Tip Resistance (Up)= 0.000-kp Negative Friction, Qneg= 0.000-kp, which has been subtracted from Total Ultimate Capacity (Down) Negative friction does not affect Total Ultimate Capacity (Up) At Work Load= 10.00-kp, Settlement= 0.00518-in At Work Load= 10.00-kp, Secant Stiffness Kqx= 1928.80-kp/-in At Allowable Settlement= 1.000000-in, Capacity= 99999.00-kp Work Load, 10.00-kp, OK with the Capacity at Allowable Settlement= 1.00000-in, Capacity= 99999.00-kp Work Load, 10.00-kp, OK with the Allowable Capacity (Down)= 39.20-kp ____________________________________________ FACTOR OF SAFETY: FSside FStip FSuplif FSweight 2.2 2.2 2.2 0.9 Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999. 1 1 1 1 1 ***************************************************************** ALLPILE 7 VERTICAL ANALYSIS SUMMARY OUTPUT Copyright by CivilTech Software www.civiltech.com ***************************************************************** Licensed to Date: 8/18/2023 File: F:\Projects\B\B5091 Friends of Bass River\003 Weir Road Bridge\Geotechnical\Calcs\Deep Fdns\Micropile.alp 1.0 Title 1: B-5091-003 Title 2: Weir Rd over Hamblins Brook ALLPILE INPUT DATA: __________________________________________________________ * Pile Type Page * Unit: English For uplift and compression, one no-friction steel casing section and one high pressure grouted section. Pile Type: Micropile (MiniPile) * Pile Profile * Foundation Depth: 35.0 -ft Top Height: -12.5 -ft Slope Angle: 0 Pile Angle: 0 * Pile Properties * Zs Width Area Perim. I E Weight Mix* Out In Other Type -ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par. ____________________________________________________________________________________ __________________________ 0.0 9.625 15.2 30.2 127.1 29000 0.096 88.0 2 2 Steel (smooth) 10.0 9.625 83.8 30.2 422.4 3000 0.079 2.0 5 5 2000.0 Grouted 35.0 9.625 72.8 30.2 Pile Tip Note: Mix = % of Inside material/Outside material Group Type: 0 Top Type: 5 Water Table: 6 -ft Ground Elevation: 10.5 -ft * Soil Properties * Zs Gamma Phi C K E50/Dr Nspt Type Soil -ft -lb/f3 o -kp/f2 -lb/i3 - % 0.0 111.7 31.6 0.00 29.7 28.23 8 4 Fill 6.0 112.7 32.1 0.00 34.1 30.24 8 4 Fill 9.0 49.7 31.8 0.00 24.5 29.10 8 4 Sand/Gravel 20.0 55.6 34.4 0.00 44.4 42.16 13 4 Sand/Gravel 35.0 53.1 33.3 0.00 34.8 36.28 11 4 Sand/Gravel 55.0 60.6 37.9 0.00 93.4 65.00 29 4 Sand/Gravel Surcharge Pressure on ground: 0 -kp/f2 ALLPILE ANALYSIS AND RESULTS: __________________________________________________________ TOTAL LOADS: Vertical Load, Q: 10.0 -kp Vertical Load with Load Factor, Q: 10.0 -kp Vertical Load with Load factor and Pile Cap, Q= 10.0 -kp Load Factor for Vertical Load and Torsion= 1.0 Vertical Loads Supported by Pile Cap: 0 % Load Factor for Vertical Loads: 1.0 PILE PROFILE: Pile Length, L= 35.0 -ft Top Height, H= -12.5 -ft Slope Angle, As= 0 Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00 *To consider the influence of different soils below the pile tip, bearing stratum is defined from pile tip extending to 10 Diameter of pile, which is 8.0-ft (Input Page F, Item 3) SINGLE PILE: Kdown= 1.0 Kup= 1.0 Ka= 1.00 Single Pile Vertical Analysis: Total Ultimate Capacity (Down)= 164.220-kp Total Ultimate Capacity (Up)= 139.569-kp Total Allowable Capacity (Down)= 74.645-kp Total Allowable Capacity (Up)= 64.641-kp Weight above Ground= 0.00 Total Weight= 1.83-kp *Soil Weight is not included Side Resistance (Down)= 137.742-kp Side Resistance (Up)= 137.742-kp Tip Resistance (Down)= 26.478-kp Tip Resistance (Up)= 0.000-kp Negative Friction, Qneg= 0.000-kp, which has been subtracted from Total Ultimate Capacity (Down) Negative friction does not affect Total Ultimate Capacity (Up) At Work Load= 10.00-kp, Settlement= 0.01051-in At Work Load= 10.00-kp, Secant Stiffness Kqx= 951.77-kp/-in At Allowable Settlement= 1.000000-in, Capacity= 99999.00-kp Work Load, 10.00-kp, OK with the Capacity at Allowable Settlement= 1.00000-in, Capacity= 99999.00-kp Work Load, 10.00-kp, OK with the Allowable Capacity (Down)= 74.65-kp ____________________________________________ FACTOR OF SAFETY: FSside FStip FSuplif FSweight 2.2 2.2 2.2 0.9 Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999. 1 1 1 1 1 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:7/26/2023 Checked By:Date: Objective:Evaluate micropile axial capacity for the proposed bridge References:1) AASHTO LRFD Bridge Design Specifications 2) Boring logs TB-1 and TB-101 3) FHWA NHI-05-039 Micropile Design and Construction Preliminary micropile calculations were conducted based on subsurface conditions in TB-101. TB-1 TB-2 TB-101 1 Fill 10.5 10.5 10.5 2 Organics 2 6.5 N/E 3 Sand 0 2.5 1.5 TB-1 TB-2 TB-101 1 Fill 8.5 4 9 2 Organics 2 4 N/E 3 Sand >43.5 >2 >48 Notes: 1) Refer to the boring logs for additional information. Assumptions: General:1) Evaluate frictional resistance for single micropile. 2) Assume no end bearing resistance (skin friction only-C10.9.3.5.1 of 2017 AASHTO LRFD). 5) Assume Type A - Gravity-head pressure micropiles. Note, Type B would result in higher ultimate grout-to-soil bond strength. Analysis:1. Evaluate the soil stratigraphy: Soil stratigraphy based on data from recent bridge borings. 2. Evaluate soil properties: Grout-to-Ground bond values based on FHWA Micropile Design Manual FHWA-NHI-05-039, Table 5-3. Top of Stratum Elevation Preliminary Micropile Geotechnical Axial Compression Resistance Calculations Layer No. Stratum Layer No. 3) Center-to-center pile spacing is 30 inches (max [30 in and 3 x pile diameter]). Based on 2017 AASHTO section 10.9.1.2 no group efficiency reduction is required. 4) Embedment lengths referenced in this evaluation are related to axial micropile resistance. Embedment for lateral fixity must also be satisfied and may require longer embedment lengths than presented in the summary table. Subsurface Information:Based on borings subsurface conditions generally consisted fill, over organics, over sand. Bedrock was not encountered within 60 feet of the existing ground surface. Stratum Stratum Thickness 3. Evaluate the micropile axial compression capacity as described in FHWA Micropile Design Manual FHWA-NHI-05-039 Page 1 of 5 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:7/26/2023 Checked By:Date: Preliminary Micropile Geotechnical Axial Compression Resistance Calculations Micropile Dimensions: Diameter (in)=9.625 Assume 9.625x0.545 micropile casing ksf Notes: 1) Grout-to-Ground bond for Sand from Table 5.3 Calculations:Rs = ab * pdb * Lb RR= Rs/FS Bond Diameter = 9.625 inches Bond Circumference = 2.52 feet 15 2.232 84 0.55 46 20 2.232 112 0.55 62 25 2.232 141 0.55 77 Total DMP length 25 to 35 feet, assuming 10 feet of permanent casing Attachments:Table 5.3—Summary of Typical αb Values Micropile Design Table 4.5 —Dimensions and Yield Strength Common Micropile Types & Sizes DMPs Structural Capacity Evaluation Material Sand 2.232 Rs (kips) RR (kips) Compr. DMP Bond Length (ft)RF Grout-to-Ground Bond Preliminary Design Values: Sand DMPs Axial Compression Capacity - TB-1 a bond (ksf) Page 2 of 5 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:7/26/2023 Checked By:Date: Objective:Estimate the axial structural compressive capacity for a micrpile References:1) FHWA NHI-05-039 Micropile Design and Construction Calculations: Where: DMP Diameter 9.63 inches Bar Number 12.00 fy:Steel Yield Stress 75000.00 psi f'c:Grout Strength 4.00 ksi Bar Diameter (in)1.50 Ag:Gross Area of Grout (in2)21.39 Ab:Area of Steel Bar (in2)1.77 Compressive Strength of Grout 85.6 kips Compressive Strength of Steel 132.5 kips Note: for steel bars bigger than No. 18, use yield stress of 80 ksi (FHWA Table 4-2) Nominal Compressive Resistance of Drilled Micropile Equation 174.48 kips Factored Compressive Resistance of Drilled Micropile Equation 131 kips = Factored Compressive Structural Resistance Preliminary Micropile Structural Axial Compression Resistance Calculations Compressive Strength of Grout = 𝑓ᇱ 𝑐 ∗ 𝐴𝑔 Compressive Strength of Steel = 𝑓𝑦 ∗ 𝐴𝑏 Page 3 of 5 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:7/26/2023 Checked By:Date: Preliminary Micropile Geotechnical Axial Compression Resistance Calculations Page 4 of 5 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:7/26/2023 Checked By:Date: Preliminary Micropile Geotechnical Axial Compression Resistance Calculations Page 5 of 5 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:8/18/2023 Checked By:Date: Objective:Evaluate micropile axial capacity for the proposed bridge References:1) AASHTO LRFD Bridge Design Specifications 2) Boring logs TB-1 and TB-101 3) FHWA NHI-05-039 Micropile Design and Construction Preliminary ductile iron pipe pile calculations were conducted based on subsurface conditions in TB-101. TB-1 TB-2 TB-101 1 Fill 10.5 10.5 10.5 2 Organics 2 6.5 N/E 3 Sand 0 2.5 1.5 TB-1 TB-2 TB-101 1 Fill 8.5 4 9 2 Organics 2 4 N/E 3 Sand >43.5 >2 >48 Notes: 1) Refer to the boring logs for additional information. Assumptions: General:1) Evaluate frictional resistance for single micropile. 2) Assume no end bearing resistance (skin friction only-C10.9.3.5.1 of 2017 AASHTO LRFD). Analysis:1. Evaluate the soil stratigraphy: Soil stratigraphy based on data from recent bridge borings. 2. Evaluate soil properties: Grout-to-Ground bond values based on FHWA Micropile Design Manual FHWA-NHI-05-039, Table 5-3. Top of Stratum Elevation Preliminary Ductile Iron Pile (DIP) Geotechnical Axial Compression Resistance Calculations Layer No. Stratum Layer No. 3) Center-to-center pile spacing is 30 inches (max [30 in and 3 x pile diameter]). Based on 2017 AASHTO section 10.9.1.2 no group efficiency reduction is required. 4) Embedment lengths referenced in this evaluation are related to axial micropile resistance. Embedment for lateral fixity must also be satisfied and may require longer embedment lengths than presented in the summary table. Subsurface Information:Based on borings subsurface conditions generally consisted fill, over organics, over sand. Bedrock was not encountered within 60 feet of the existing ground surface. Stratum Stratum Thickness 3. Evaluate the micropile axial compression capacity as described in FHWA Micropile Design Manual FHWA-NHI-05-039 Page 1 of 4 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:8/18/2023 Checked By:Date: Preliminary Ductile Iron Pile (DIP) Geotechnical Axial Compression Resistance Calculations Micropile Dimensions: Diameter (in)=8.66 Assume 170mm x 7.5mm DIP w/ 220mm grout shoe ksf Notes: 1) Grout-to-Ground bond from DuroTerra Calculations:Rs = ab * pdb * Lb RR= Rs/FS Bond Diameter = 8.66 inches Bond Circumference = 2.27 feet 10 3.456 78 0.55 43 15 3.456 118 0.55 65 20 3.456 157 0.55 86 Total DMP length 20 to 30 feet, assuming 10 feet of permanent casing Attachments:Table 5.3—Summary of Typical αb Values Micropile Design Table 4.5 —Dimensions and Yield Strength Common Micropile Types & Sizes DMPs Structural Capacity Evaluation Material Sand 3.456 Rs (kips) RR (kips) Compr. DMP Bond Length (ft)RF Grout-to-Ground Bond Preliminary Design Values: Sand DMPs Axial Compression Capacity - TB-1 a bond (ksf) Page 2 of 4 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:8/18/2023 Checked By:Date: Objective:Estimate the axial structural compressive capacity for a micrpile References:1) FHWA NHI-05-039 Micropile Design and Construction Calculations: Where: DMP Outer Diameter 6.69 inches DMP Thickness 0.30 inches DMP Inner Diameter 6.10 inches Bar Number 8 fys:Steel Yield Stress 75 ksi fyc:DI Yield Stress 46 ksi f'c:Grout Strength 4.00 ksi Bar Diameter (in)1.00 Ag:Gross Area of Grout (in2)8.52 Ab:Area of Steel Bar (in2)0.79 Ac:Area of DI Casing (in2)5.93 Nominal Compressive Resistance of DIP 306.75 kips Factored Compressive Resistance of Drilled Micropile 230 kips = Factored Compressive Structural Resistance Preliminary Ductile Iron Pile (DIP) Structural Axial Compression Resistance Calculations Page 3 of 4 Project:Weir Rd over Hamblins Brook Location:Yarmouth, MA Calculated By:DEG Date:8/18/2023 Checked By:Date: Preliminary Micropile Geotechnical Axial Compression Resistance Calculations Page 4 of 4 Tighe&Bond B-5091-003 -Weir Rd Culvert Replacement, Yarmouth, MA Lateral Earth Pressures Prepared by:DEG Date:08/18/2023 Checked by:Date: Method:AASHTO LRFD Bridge Design Specifications (2017) 3.11.5. Assumptions: Level backfill (i = 0 degrees), vertical wall (=0 degrees), Gravel Borrow β for Structures and Pipe (=36 degrees)ϕ Solution: ≔ϕ 36 deg internal friction angle of backfill soil ≔γ 130 pcf total unit weight of backfill soil ≔γw 62.4 pcf unit weight of water ≔γb =-γ γw 68 pcf buoyant unit weight of backfill soil ≔As 0.113 modified peak seismic ground acceleration coefficient (eqn. 3.10.4.2-2) ≔kh0 =As 0.11 horizontal seismic acceleration coefficient (non-yielding wall) ≔kh =0.5 kh0 0.06 horizontal seismic acceleration coefficient ≔kv 0 vertical seismic acceleration coefficient ≔β 0 deg slope of wall from vertical ≔θ =-90 deg β 90 deg slope of wall from horizontal ≔δ 24 deg wall/backfill interface friction angle (table C3.11.5.3-1) ≔i 0 deg backfill slope angle from horizontal Page 1 Tighe&Bond Static (Active) ≔Γ = ⎛ ⎜⎝+1 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾―――――――⋅sin ((+ϕ δ))sin ((-ϕ i)) ⋅sin ((-θ δ))sin ((+θ i)) ⎞ ⎟⎠ 2 3.05 ≔ka =――――――――((sin ((+θ ϕ))))2 ⋅⋅Γ ((sin ((θ))))2 sin ((-θ δ)) 0.23 ≔pa =⋅ka γ 30.5 ――psf ft Active earth pressure (above groundwater) ≔pa =⋅ka γb 15.9 ――psf ft Active earth pressure (below groundwater) Static At-Rest ≔k0 =-1 sin ((ϕ))0.41 ≔p0 =⋅k0 γ 53.6 pcf At-rest earth pressure (above groundwater) ≔p0 =⋅k0 γb 27.9 pcf At-rest earth pressure (below groundwater) Page 2 Tighe&Bond Seismic Active ≔θMO =atan ⎛ ⎜ ⎝ ――kh -1 kv ⎞ ⎟ ⎠ 3.2 deg ≔KAE =⋅―――――――――――― ⎛⎝cos ⎛⎝--ϕ θMO β⎞⎠⎞⎠2 ⋅⋅cos ⎛⎝θMO⎞⎠((cos ((β))))2 cos ⎛⎝++δ β θMO⎞⎠ ⎛ ⎜ ⎜⎝ +1 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ ―――――――――⋅sin ((+ϕ δ))sin ⎛⎝--ϕ θMO i⎞⎠ ⋅cos ⎛⎝++δ β θMO⎞⎠cos ((-i β)) ⎞ ⎟ ⎟⎠ -2 0.27 where KAE = seismic active earth pressure coefficient ≔pAE =⋅KAE γ 35 pcf Equivalent fluid pressure per foot (above groundwater) ≔pa =+γw ⎛⎝⋅KAE γb⎞⎠80 pcf Equivalent fluid pressure per foot (below groundwater) Seismic At-Rest ≔θMO =atan ⎛ ⎜ ⎝ ――kh0 -1 kv ⎞ ⎟ ⎠ 6.4 deg ≔K0E =⋅―――――――――――― ⎛⎝cos ⎛⎝--ϕ θMO β⎞⎠⎞⎠2 ⋅⋅cos ⎛⎝θMO⎞⎠((cos ((β))))2 cos ⎛⎝++δ β θMO⎞⎠ ⎛ ⎜ ⎜⎝ +1 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ ―――――――――⋅sin ((+ϕ δ))sin ⎛⎝--ϕ θMO i⎞⎠ ⋅cos ⎛⎝++δ β θMO⎞⎠cos ((-i β)) ⎞ ⎟ ⎟⎠ -2 0.3 where K0E = seismic at-rest earth pressure coefficient ≔p0E =⋅K0E γ 40 pcf Equivalent fluid pressure per foot (above groundwater) ≔p0E =+γw ⎛⎝⋅K0E γb⎞⎠83 pcf Equivalent fluid pressure per foot (below groundwater) Page 3 ATTACHMENT E APPENDIX E: OPINIONS OF PROBABLE COST Tighe & Bond June 2024 ITEM DESCRIPTION QTY UNITS UNIT PRICE1 AMOUNT 101. Clearing and Grubbing 0.10 A 70,000.00$ 7,000.00$ 113.1 Demolition of Culvert No. 1 1 LS 45,000.00$ 45,000.00$ 120. Earth Excavation 400 CY 45.00$ 18,000.00$ 140. Bridge Excavation 400 CY 50.00$ 20,000.00$ 151. Gravel Borrow 350 CY 65.00$ 22,750.00$ 151.2 Gravel Borrow for Backfilling Structures and Pipes 400 CY 60.00$ 24,000.00$ 156.1 Crushed Stone for Bridge Foundations 70 TON 115.00$ 8,050.00$ 170. Fine Grading and Compacting 840 SY 10.00$ 8,400.00$ 201. Catch Basin 2 EA 6,000.00$ 12,000.00$ 222.3 Frame and Grate (or Cover) - Municipal Standard 2 EA 1,300.00$ 2,600.00$ 250.11 Pipe End for 12 Inch Pipe 1 EA 2,300.00$ 2,300.00$ 252.12 12 Inch Corrugated Plastic (Polyethylene) Pipe 50 FT 100.00$ 5,000.00$ 415.2 Pavement Fine Milling 100 SY 25.00$ 2,500.00$ 452. Asphalt Emulsion for Tack Coat 40 GAL 12.00$ 480.00$ 453. HMA Joint Adhesive 230 FT 2.00$ 460.00$ 460. Hot Mix Asphalt for Local Streets 260 TON 200.00$ 52,000.00$ 482.3 Sawcutting Asphalt Pavement 80 FT 5.00$ 400.00$ 506. Granite Curb Type VB - Straight 300 FT 100.00$ 30,000.00$ 627.82 Guardrail Tangent End Treatment, TL-2 4 EA 5,500.00$ 22,000.00$ 628.24 Transition to Bridge Rail 4 EA 6,500.00$ 26,000.00$ 697. Sedimentation Fence 500 FT 10.00$ 5,000.00$ 697.1 Silt Sack 4 EA 250.00$ 1,000.00$ 748. Mobilization 1 LS 43,000.00$ 43,000.00$ 751. Loam for Roadsides 70 CY 100.00$ 7,000.00$ 765. Seeding 750 SY 4.00$ 3,000.00$ 767.121 Sediment Control Barrier 500 FT 10.00$ 5,000.00$ 767.2 Hay Mulch 750 SY 10.00$ 7,500.00$ 769. Pavement Milling Mulch Under Guardrail 240 FT 12.00$ 2,880.00$ 850. Operations for Temporary Traffic Control 1 LS 25,000.00$ 25,000.00$ 856.12 Portable Changeable Message Sign 250 DAY 25.00$ 6,250.00$ 860.104 4 Inch Reflectorized White Line (Painted)600 FT 2.00$ 1,200.00$ 861.104 4 Inch Reflectorized Yellow Line (Painted)600 FT 2.00$ 1,200.00$ 942.142 7" Diameter Concrete Micropiles 600 FT 300.00$ 180,000.00$ 983.1 Riprap 140 CY 95.00$ 13,300.00$ 983.2 Streambed Material 50 CY 75.00$ 3,750.00$ 991.1 Control of Water - Structure No. 1 1 LS 75,000.00$ 75,000.00$ 995.01 Bridge Structure, Bridge No. 1 1 LS 670,000.00$ 670,000.00$ 999.3 Water Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.4 Gas Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.5 Monthly Price Adjustment for HMA Mixtures 1 ALL 1,000.00$ 1,000.00$ 999.6 Monthly Price Adjustment for Diesel Fuel 1 ALL 1,000.00$ 1,000.00$ 999.7 Monthly Price Adjustment for Gasoline 1 ALL 500.00$ 500.00$ 999.8 Monthly Price Adjustment for Reinforcing Steel 1 ALL 3,000.00$ 3,000.00$ 999.9 Monthly Price Adjustment for Portland Cement Concrete 1 ALL 1,000.00$ 1,000.00$ SUBTOTAL 1,465,520$ Project Contingency 30%439,700$ Material and Bidding Escalation Contingency 20%293,200$ TOTAL 2,198,420$ USE 2,200,000$ 1Unit Price Data from MassDOT Weighted Bid Prices This is an Engineer’s Opinion of Probable Construction Cost (OPCC). Tighe & Bond has no control over the cost or availability of labor, equipment or materials, market conditions or the Contractor's method of pricing, and that the estimates of probable construction costs are made on the basis of Tighe & Bond’s professional judgment and experience. Tighe & Bond makes no guarantee nor warranty, expressed or implied, that the bids or the negotiated cost of the Work will not vary from this estimate of the Probable Construction Cost. Conceptual Engineer's Opinion of Probable Construction Cost Town of Yarmouth, MA Weir Road Bridge Replacement Alternative 1 - Precast Concrete Arch - 24 FT Span B5091-003 Tighe & Bond June 2024 ITEM DESCRIPTION QTY UNITS UNIT PRICE1 AMOUNT 101. Clearing and Grubbing 0.20 A 70,000.00$ 14,000.00$ 103. Tree Removed (Diameter 9" to 24")2 EA 2,750.00$ 5,500.00$ 113.1 Demolition of Culvert No. 1 1 LS 45,000.00$ 45,000.00$ 120. Earth Excavation 400 CY 45.00$ 18,000.00$ 140. Bridge Excavation 400 CY 50.00$ 20,000.00$ 150. Ordinary Borrow 20 CY 55.00$ 1,100.00$ 151. Gravel Borrow 400 CY 65.00$ 26,000.00$ 151.2 Gravel Borrow for Backfilling Structures and Pipes 400 CY 60.00$ 24,000.00$ 156.1 Crushed Stone for Bridge Foundations 70 TON 115.00$ 8,050.00$ 170. Fine Grading and Compacting 1030 SY 10.00$ 10,300.00$ 201. Catch Basin 2 EA 6,000.00$ 12,000.00$ 222.3 Frame and Grate (or Cover) - Municipal Standard 2 EA 1,300.00$ 2,600.00$ 250.11 Pipe End for 12 Inch Pipe 1 EA 2,300.00$ 2,300.00$ 252.12 12 Inch Corrugated Plastic (Polyethylene) Pipe 50 FT 100.00$ 5,000.00$ 415.2 Pavement Fine Milling 100 SY 25.00$ 2,500.00$ 452. Asphalt Emulsion for Tack Coat 70 GAL 12.00$ 840.00$ 453. HMA Joint Adhesive 380 FT 2.00$ 760.00$ 460. Hot Mix Asphalt for Local Streets 290 TON 200.00$ 58,000.00$ 482.3 Sawcutting Asphalt Pavement 80 FT 5.00$ 400.00$ 506. Granite Curb Type VB - Straight 300 FT 100.00$ 30,000.00$ 620.12 Guardrail, TL-2 (Single Faced)430 FT 60.00$ 25,800.00$ 627.82 Guardrail Tangent End Treatment, TL-2 4 EA 5,500.00$ 22,000.00$ 628.24 Transition to Bridge Rail 4 EA 6,500.00$ 26,000.00$ 697. Sedimentation Fence 600 FT 10.00$ 6,000.00$ 697.1 Silt Sack 4 EA 250.00$ 1,000.00$ 748. Mobilization 1 LS 46,000.00$ 46,000.00$ 751. Loam for Roadsides 110 CY 100.00$ 11,000.00$ 765. Seeding 1100 SY 4.00$ 4,400.00$ 767.121 Sediment Control Barrier 600 FT 10.00$ 6,000.00$ 767.2 Hay Mulch 1100 SY 10.00$ 11,000.00$ 769. Pavement Milling Mulch Under Guardrail 430 FT 12.00$ 5,160.00$ 771. Tree Planting 2 EA 3,000.00$ 6,000.00$ 850. Operations for Temporary Traffic Control 1 LS 25,000.00$ 25,000.00$ 856.12 Portable Changeable Message Sign 250 DAY 25.00$ 6,250.00$ 860.104 4 Inch Reflectorized White Line (Painted)650 FT 2.00$ 1,300.00$ 861.104 4 Inch Reflectorized Yellow Line (Painted)650 FT 2.00$ 1,300.00$ 942.142 7" Diameter Concrete Micropiles 600 FT 300.00$ 180,000.00$ 983.1 Riprap 140 CY 95.00$ 13,300.00$ 983.2 Streambed Material 50 CY 75.00$ 3,750.00$ 991.1 Control of Water - Structure No. 1 1 LS 75,000.00$ 75,000.00$ 995.01 Bridge Structure, Bridge No. 1 1 LS 680,000.00$ 680,000.00$ 999.3 Water Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.4 Gas Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.5 Monthly Price Adjustment for HMA Mixtures 1 ALL 1,000.00$ 1,000.00$ 999.6 Monthly Price Adjustment for Diesel Fuel 1 ALL 1,000.00$ 1,000.00$ 999.7 Monthly Price Adjustment for Gasoline 1 ALL 500.00$ 500.00$ 999.8 Monthly Price Adjustment for Reinforcing Steel 1 ALL 3,000.00$ 3,000.00$ 999.9 Monthly Price Adjustment for Portland Cement Concrete 1 ALL 1,000.00$ 1,000.00$ SUBTOTAL 1,549,110$ Project Contingency 30%464,800$ Material and Bidding Escalation Contingency 20%309,900$ TOTAL 2,323,810$ USE 2,330,000$ 1Unit Price Data from MassDOT Weighted Bid Prices This is an Engineer’s Opinion of Probable Construction Cost (OPCC). Tighe & Bond has no control over the cost or availability of labor, equipment or materials, market conditions or the Contractor's method of pricing, and that the estimates of probable construction costs are made on the basis of Tighe & Bond’s professional judgment and experience. Tighe & Bond makes no guarantee nor warranty, expressed or implied, that the bids or the negotiated cost of the Work will not vary from this estimate of the Probable Construction Cost. Conceptual Engineer's Opinion of Probable Construction Cost Town of Yarmouth, MA 2' Freeboard for 10% Coastal Surge Weir Road Bridge Replacement Alternative 2 - Precast Concrete Arch - 24 FT Span Further review is needed to understand the full impacts of raising the roadway. This cost does not include additional expenses which may be needed as a result of raising the road, such as additional survey, right-of-way acquisition, utility impacts, restorative landscaping on private property, wetland restoration and/or replication, or associated design. B5091-003 Tighe & Bond June 2024 ITEM DESCRIPTION QTY UNITS UNIT PRICE 1 AMOUNT 101. Clearing and Grubbing 0.10 A 70,000.00$ 7,000.00$ 113.1 Demolition of Existing Culvert 1 LS 45,000.00$ 45,000.00$ 120. Earth Excavation 400 CY 45.00$ 18,000.00$ 140. Bridge Excavation 400 CY 50.00$ 20,000.00$ 151. Gravel Borrow 350 CY 65.00$ 22,750.00$ 151.2 Gravel Borrow for Backfilling Structures and Pipes 100 CY 60.00$ 6,000.00$ 156.2 Crushed Stone for Bridge Foundations 70 TON 115.00$ 8,050.00$ 170. Fine Grading and Compacting 840 SY 10.00$ 8,400.00$ 201 Catch Basin 2 EA 6,000.00$ 12,000.00$ 222.3 Frame and Grate (or Cover) - Municipal Standard 2 EA 1,300.00$ 2,600.00$ 250.11 Pipe End for 12 Inch Pipe 1 EA 2,300.00$ 2,300.00$ 252.12 12 Inch Corrugated Plastic (Polyethylene) Pipe 50 FT 100.00$ 5,000.00$ 415.2 Pavement Fine Milling 100 SY 25.00$ 2,500.00$ 452. Asphalt Emulsion for Tack Coat 40 GAL 12.00$ 480.00$ 453. HMA Joint Adhesive 230 FT 2.00$ 460.00$ 460. Hot Mix Asphalt for Local Streets 260 TON 200.00$ 52,000.00$ 482.3 Sawcutting Asphalt Pavement 80 FT 5.00$ 400.00$ 506. Granite Curb Type VB - Straight 300 FT 100.00$ 30,000.00$ 627.82 Guardrail Tangent End Treatment, TL-2 4 EA 5,500.00$ 22,000.00$ 628.24 Transition to Bridge Rail 4 EA 6,500.00$ 26,000.00$ 697 Sedimentation Fence 500 FT 10.00$ 5,000.00$ 697.1 Silt Sack 4 EA 250.00$ 1,000.00$ 748 Mobilization 1 LS 47,000.00$ 47,000.00$ 751. Loam for Roadsides 70 CY 100.00$ 7,000.00$ 765. Seeding 750 SY 4.00$ 3,000.00$ 767.121 Sediment Control Barrier 500 FT 10.00$ 5,000.00$ 767.2 Hay Mulch 750 SY 10.00$ 7,500.00$ 769. Pavement Milling Mulch Under Guardrail 240 FT 12.00$ 2,880.00$ 850 Operations for Temporary Traffic Control 1 LS 25,000.00$ 25,000.00$ 856.12 Portable Changeable Message Sign 250 DAY 25.00$ 6,250.00$ 860.104 4 Inch Reflectorized White Line (Painted)600 FT 2.00$ 1,200.00$ 861.104 4 Inch Reflectorized Yellow Line (Painted)600 FT 2.00$ 1,200.00$ 942.142 7" Diameter Concrete Micropiles 600 FT 300.00$ 180,000.00$ 983.1 Riprap 140 CY 95.00$ 13,300.00$ 983.2 Streambed Material 50 CY 75.00$ 3,750.00$ 991.1 Control of Water - Structure No. 1 1 LS 75,000.00$ 75,000.00$ 995.01 Bridge Structure, Bridge No. 1 1 LS 800,000.00$ 800,000.00$ 999.3 Water Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.4 Gas Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.5 Monthly Price Adjustment for HMA Mixtures 1 ALL 1,000.00$ 1,000.00$ 999.6 Monthly Price Adjustment for Diesel Fuel 1 ALL 1,000.00$ 1,000.00$ 999.7 Monthly Price Adjustment for Gasoline 1 ALL 500.00$ 500.00$ 999.8 Monthly Price Adjustment for Reinforcing Steel 1 ALL 3,000.00$ 3,000.00$ 999.9 Monthly Price Adjustment for Portland Cement Concrete 1 ALL 1,000.00$ 1,000.00$ SUBTOTAL 1,559,620$ Construction Contingency 30%467,900$ Material and Bidding Contingency 20%312,000$ TOTAL 2,339,520$ USE 2,340,000$ 1Unit Price Data from MassDOT Weighted Bid Prices This is an Engineer’s Opinion of Probable Construction Cost (OPCC). Tighe & Bond has no control over the cost or availability of labor, equipment or materials, market conditions or the Contractor's method of pricing, and that the estimates of probable construction costs are made on the basis of Tighe & Bond’s professional judgment and experience. Tighe & Bond makes no guarantee nor warranty, expressed or implied, that the bids or the negotiated cost of the Work will not vary from this estimate of the Probable Construction Cost. Conceptual Engineer's Opinion of Probable Construction Cost Town of Yarmouth, MA Weir Road Bridge Replacement Alternative 3 - Precast Concrete Rigid Frame - 24 FT Span B5091-003 Tighe & Bond June 2024 ITEM DESCRIPTION QTY UNITS UNIT PRICE 1 AMOUNT 101. Clearing and Grubbing 0.10 A 70,000.00$ 7,000.00$ 113.1 Demolition of Existing Culvert 1 LS 45,000.00$ 45,000.00$ 120. Earth Excavation 400 CY 45.00$ 18,000.00$ 140. Bridge Excavation 400 CY 50.00$ 20,000.00$ 151. Gravel Borrow 350 CY 65.00$ 22,750.00$ 151.2 Gravel Borrow for Backfilling Structures and Pipes 100 CY 60.00$ 6,000.00$ 156.2 Crushed Stone for Bridge Foundations 70 TON 115.00$ 8,050.00$ 170. Fine Grading and Compacting 840 SY 10.00$ 8,400.00$ 201 Catch Basin 2 EA 6,000.00$ 12,000.00$ 222.3 Frame and Grate (or Cover) - Municipal Standard 2 EA 1,300.00$ 2,600.00$ 250.11 Pipe End for 12 Inch Pipe 1 EA 2,300.00$ 2,300.00$ 252.12 12 Inch Corrugated Plastic (Polyethylene) Pipe 50 FT 100.00$ 5,000.00$ 415.2 Pavement Fine Milling 100 SY 25.00$ 2,500.00$ 452. Asphalt Emulsion for Tack Coat 40 GAL 12.00$ 480.00$ 453. HMA Joint Adhesive 230 FT 2.00$ 460.00$ 460. Hot Mix Asphalt for Local Streets 260 TON 200.00$ 52,000.00$ 482.3 Sawcutting Asphalt Pavement 80 FT 5.00$ 400.00$ 506. Granite Curb Type VB - Straight 300 FT 100.00$ 30,000.00$ 627.82 Guardrail Tangent End Treatment, TL-2 4 EA 5,500.00$ 22,000.00$ 628.24 Transition to Bridge Rail 4 EA 6,500.00$ 26,000.00$ 697 Sedimentation Fence 500 FT 10.00$ 5,000.00$ 697.1 Silt Sack 4 EA 250.00$ 1,000.00$ 748 Mobilization 1 LS 48,000.00$ 48,000.00$ 751. Loam for Roadsides 70 CY 100.00$ 7,000.00$ 765. Seeding 750 SY 4.00$ 3,000.00$ 767.121 Sediment Control Barrier 500 FT 10.00$ 5,000.00$ 767.2 Hay Mulch 750 SY 10.00$ 7,500.00$ 769. Pavement Milling Mulch Under Guardrail 240 FT 12.00$ 2,880.00$ 850 Operations for Temporary Traffic Control 1 LS 25,000.00$ 25,000.00$ 856.12 Portable Changeable Message Sign 250 DAY 25.00$ 6,250.00$ 860.104 4 Inch Reflectorized White Line (Painted)600 FT 2.00$ 1,200.00$ 861.104 4 Inch Reflectorized Yellow Line (Painted)600 FT 2.00$ 1,200.00$ 942.142 7" Diameter Concrete Micropiles 600 FT 300.00$ 180,000.00$ 983.1 Riprap 140 CY 95.00$ 13,300.00$ 983.2 Streambed Material 50 CY 75.00$ 3,750.00$ 991.1 Control of Water - Structure No. 1 1 LS 75,000.00$ 75,000.00$ 995.01 Bridge Structure, Bridge No. 1 1 LS 840,000.00$ 840,000.00$ 999.3 Water Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.4 Gas Utility Allowance 1 ALL 50,000.00$ 50,000.00$ 999.5 Monthly Price Adjustment for HMA Mixtures 1 ALL 1,000.00$ 1,000.00$ 999.6 Monthly Price Adjustment for Diesel Fuel 1 ALL 1,000.00$ 1,000.00$ 999.7 Monthly Price Adjustment for Gasoline 1 ALL 500.00$ 500.00$ 999.8 Monthly Price Adjustment for Reinforcing Steel 1 ALL 3,000.00$ 3,000.00$ 999.9 Monthly Price Adjustment for Portland Cement Concrete 1 ALL 1,000.00$ 1,000.00$ SUBTOTAL 1,622,520$ Construction Contingency 30%486,800$ Material and Bidding Contingency 20%324,600$ TOTAL 2,433,920$ USE 2,440,000$ 1Unit Price Data from MassDOT Weighted Bid Prices This is an Engineer’s Opinion of Probable Construction Cost (OPCC). Tighe & Bond has no control over the cost or availability of labor, equipment or materials, market conditions or the Contractor's method of pricing, and that the estimates of probable construction costs are made on the basis of Tighe & Bond’s professional judgment and experience. Tighe & Bond makes no guarantee nor warranty, expressed or implied, that the bids or the negotiated cost of the Work will not vary from this estimate of the Probable Construction Cost. Conceptual Engineer's Opinion of Probable Construction Cost Town of Yarmouth, MA Weir Road Bridge Replacement Alternative 4 - Prestressed Concrete Beams - 24 FT Span B5091-003 www.tighebond.com