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Home My WebLink About08_Beckers_Project Narrative & Stormwater ReportProject Narrative and Stormwater Management Report For Becker’s Package Store Redevelopment A Proposed Mixed-Use Building Consisting of One Existing Commercial Unit & Two New Residential Units 55 Route 28 West Yarmouth, MA AP 36, Lots 77-79 Prepared for: Huzafia Corporation 58 Anchor Lane Cotuit, MA 02635 Image Courtesy of Aharonian & Associates, Inc. Submission Date: February 2026 Submitted by: Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 1 TABLE OF CONTENTS 1 INTRODUCTION ..................................................................................................... 2 2 SITE LOCATION AND PHYSICAL DESCRIPTION ......................................... 3 2.1 Soil Classification ................................................................................................. 4 2.2 Flood Zone Classification ..................................................................................... 5 2.3 Natural Resource Inventory .................................................................................. 6 2.4 Easements ............................................................................................................. 6 2.5 Zoning ................................................................................................................... 6 2.6 Existing Utilities ................................................................................................... 7 3 PROPOSED SCOPE OF WORK ............................................................................ 7 3.1 General .................................................................................................................. 7 3.2 Zoning ................................................................................................................... 8 3.3 Utilities .................................................................................................................. 9 3.4 Local Permit Requirements................................................................................... 9 3.4.1 Yarmouth Site Plan Review Committee ....................................................... 9 3.4.2 Yarmouth Design Review Committee .......................................................... 9 3.4.3 Yarmouth Historic Commission ................................................................... 9 3.4.4 Planning Board.............................................................................................. 9 3.4.5 Zoning Board of Appeals (ZBA) ................................................................ 10 3.4.6 Town of Yarmouth Department of Public Works....................................... 10 3.4.7 Town of Yarmouth Water Department ....................................................... 10 3.4.8 Town of Yarmouth Health Agent ............................................................... 10 4 STORMWATER MANAGEMENT PLAN .......................................................... 10 4.1 Compliance with Yarmouth Stormwater Management Regulations .................. 10 4.2 Existing Conditions ............................................................................................. 10 4.3 Proposed Conditions ........................................................................................... 11 4.4 Results Summary ................................................................................................ 12 5 Results and Conclusions ......................................................................................... 14 APPENDICES Appendix A: Test Hole Location Map and Logs Appendix B: Existing Condition Watershed Map Appendix C: Existing Condition HydroCAD Calculations Appendix D: Proposed Condition Watershed Map Appendix E: Existing Condition HydroCAD Calculations Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 2 1 INTRODUCTION On behalf of Huzafia Corporation, Joe Casali Engineering, Inc. (JCE) has prepared the following Project Narrative and Stormwater Management Report to identify existing and proposed site conditions related to a proposed land development project located at 55 Route 28 consisting of a new 7,964 sq. ft. total gross floor area (5,115 sq. ft. footprint), two-story, mixed-use building with a basement (4,174 sq. ft.). The following report has been prepared to discuss existing conditions, proposed conditions, and the permitting path for the proposed project. The exiting structure located at 55 Route 28 is a one-story commercial building occupied by “Becker’s Package Store.” While the building was constructed in 1935, it is not listed on the National Register of Historic Places. A portion of the existing structure will be razed to accommodate the new building addition, while the remaining portion of the building will be renovated. The first floor will be occupied Becker’s Package Store. The proposed second floor will be occupied by two, two-bedroom residential units. The three (3) lots will be combined per Zoning Bylaw §104.3.5(5) as an 81X Perimeter Plan. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 3 2 SITE LOCATION AND PHYSICAL DESCRIPTION The project site consists of three (3) properties. Based on a October 2024 Boundary Survey performed by Waterman Engineering Company, AP 36, Lot 77 has a physical address of 55 Route 28 in West Yarmouth, Massachusetts and an area of 37,669 square feet (0.865 acres). AP 36, Lot 78 has a physical address of 49 Route 28 and an area of 9,711 square feet (0.223 acres). AP 36, Lot 79 has a physical address of 10 Drew’s Way and an area of 51,026 square feet (1.171 acres). The site contains a total of 98,406 square feet (2.26 acres) and has frontage on Route 28 (Main Street) to the north. The project site is bound by AP 36, Lot 76 (“EconoLodge Motel”) and AP 36, Lot 70 (vacant municipal land) to the east; AP 36, Lot 71 (single-family dwelling) to the east and south; AP 6, Lot 80 (single-family dwelling) to the south; and AP 36, Lots 82.2.1 and 82.2.2 (single-family dwellings), and AP 36, Lot 82.1 (“Relax Inn” motel). Refer to Figure 1 – Locus Map below. Figure 1 – Locus Map NOT TO SCALE Relax Inn Drew’s Way (Private Roadway) LOT 79 LOT 77 LOT 78 Econo- Lodge Days Inn LOT 82.1 LOT 82.2.1 LOT 82.2.2 LOT 71 LOT 80 Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 4 Lot 77 currently consists of a one-story, commercial structure occupied by Becker’s Package Store with associated parking areas. The remainder of the site is wooded / brush areas. Lot 78 currently consists of the remaining portion of the existing parking lot. Lot 79 is vacant with wooded / brush areas. A 12-foot-wide private right of way entitled “Drew’s Way” is located along the western property line of Lots 78 and 79. 2.1 Soil Classification According to the Web Soil Survey (WSS) operated by the US Department of Agriculture Natural Resources Conservation Service (NRCS), produced by the National Cooperative Soil Survey, the soils on-site consist entirely of Carver coarse sand, 3-8% slopes (252B). 252B soils consist of sandy glaciofluvial deposits. These soils have a low runoff class and are excessively drained. These soils have been assigned to the Hydrologic Soil Group ‘A’. Figure 2 – Soils Map NOT TO SCALE Site Location Soil Map Unit 252A 252B Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 5 Soil evaluations were completed on November 19, 2025 by Charlotte Speakman of Speakman Excavating, LLC and witnessed by Barry Lewis of the Yarmouth Board of Health to be utilized for the drainage design and the new on-site wastewater treatment system (OWTS). Four (4) test holes were completed within the project site. Due to the size of the test holes from caving, the health agent stated TH-1 can be identified as TH-1 and TH-2 for septic, and TH-3 can be identified as TH-3 and TH-4 for drainage. No groundwater or ledge was encountered. The septic test hole was determined to have a percolation rate greater than 2 minutes per inch. The location and test hole logs are included in Appendix A. 2.2 Flood Zone Classification The subject parcel is located on the Flood Insurance Rate Map (FIRM) for Barnstable County, Massachusetts (all jurisdictions) Panel 567 of 875, Town of Yarmouth, Map Number 25001C0567J, effective July 16, 2014. Based on this FIRM, the site and all adjacent sites are identified as Zone X – areas determined to be outside of the 0.2% annual-chance flood hazard area. Figure 3 – Flood Map NOT TO SCALE Site Location Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 6 2.3 Natural Resource Inventory According to the MassMapper GIS, there are no wetland features within or adjacent to the subject parcels. In addition, the subject parcel is not located within any known historic planning district, land conservation area or natural heritage area. The site is located within the Lewis Bay Watershed. Stormwater runoff from the site appears to sheet flow to an existing depression located on-site. 2.4 Easements Based on the October 2024 Boundary Survey performed by Waterman Engineering Company, the project site may be subject to the following easements, rights of way or agreements of record: • Rights and rights of others in, to and across that 12-foot-wide private right of way known as Drew’s Way” as described in Volume 460, Page 431 and Volume 456, Page 25. • Easements may exist for the utility poles and overhead wires depicted on the survey (no records found). 2.5 Zoning According to the Town of Yarmouth Zoning Bylaw and Zoning Map, the subject properties are currently located within the B2 Business Zone. The following are the current dimensional requirements for the B2 Zone: Requirement B2 Zone Req’d Minimum Lot Size 20,000 square feet Minimum Frontage 125 ft. Minimum Front Yard 30 ft. Maximum Side Yard 25 ft. Minimum Rear Yard 20 ft. Maximum Building Coverage 25% Maximum Impervious Coverage 70% Maximum Shape Factor 22 While the project site is also located within the Hotel/Model Overlay District 1 (HMOD1) and the Revitalization Overlay District (R.O.A.D.), it has been determined by the Site Plan Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 7 Review Committee that these overlays are not applicable to this project. The project site is also located within the Aquifer Protection District. 2.6 Existing Utilities Water: An 8-inch water main and a 16-inch water main exist within Main Street (Route 28). There is an existing 5/8-inch water service currently servicing the existing building. This water main is owned and maintained by the Yarmouth Water Department. The closest fire hydrant is located approximately 100 feet west of the subject property, on the opposite side of the street on Main Street. Sewer: There is currently no sewer available to the project site at this time. The existing building is currently serviced by an on-site wastewater treatment system (OWTS). Drainage: A public drainage main exists within Main Street. It appears the majority of stormwater runoff from the site sheet flows in a southerly direction to an existing depression within the site. Gas: A 6-inch PE gas main exists within Main Street. A 1/2-inch gas service provides gas to the existing building. These gas mains are owned and maintained by National Grid. Electric/Communications: Electric and communications services are available to the subject site via overhead lines on the north side of Main Street; owned and maintained by Eversource Energy. 3 PROPOSED SCOPE OF WORK 3.1 General The proposed project consists of approximately 7,964 sq. ft. total gross floor area (5,115 sq. ft. footprint), two-story, mixed-use building with a basement consisting of one (1) commercial unit and 2 residential units on the subject property. The two (2) residential units have been designed as two-bedroom units with one (1) bathroom each. The residential units will be located on the second floor, accessed via a stairwell that has its own separate means of access and egress separate from the commercial unit, located at the rear of the building. A portion of the existing structure will be razed to accommodate the new building addition, while the remaining portion of the building will be renovated. The first floor will be occupied Becker’s Package Store. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 8 Access to the development will be provided via Main Street. The existing parking lot serving the site will be redesigned to accommodate the new building and the proposed change in use. 13 parking spaces are provided at the rear of the building for the residents and employees. The main parking lot provides parking for 17 vehicles, including one (1) van-accessible parking space and one (1) standard accessible parking space to comply with the Americans Disabilities Act. 3.2 Zoning As discussed previously, the subject property is located within the B2 Business Zone. The proposed mixed-use development is allowed by-right so long as the proposed multi-family use is in accordance with the provisions of Section 404 of the Zoning Bylaws. The following are the current dimensional requirements for the B2 Zone: Requirement B2 Zone Req’d Proposed (Lots 77 -79) Minimum Lot Size 20,000 square feet 98,406 sq. ft. Minimum Frontage 125 ft. 179.72 ft. Minimum Front Yard 30 ft. 12.3 ft.1 Maximum Side Yard 25 ft. 7.5 ft.2 Minimum Rear Yard 20 ft. 341.8 ft. Maximum Building Coverage 25% 5.2% Maximum Impervious Coverage 70% 25.6% Maximum Shape Factor 22 26.1 Notes: 1. Pre-existing, non-conforming condition. 2. Relief requested to extend a pre-existing, non-conforming condition. The Applicant seeks the following Special Permit with variance for this project: • To extend/maintain the existing/non-conforming nature of the existing building (side yard and front yard). • Special Permit requested to allow a duplex within the B2 Zoning District. • Relief requested from one in-lot tree required for every eight (8) cars. The project has been designed to adhere to the Yarmouth Architectural and Site Design Standards. Street trees are proposed to further define the street edge. A second story has been added to the building to accommodate a mix of uses. The potential loading area has been sited outside the primary visual corridors. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 9 3.3 Utilities Water: The proposed redevelopment will require a new domestic water service connection and a new fire protection service connection from the existing water main in Main Street. Review and approval of the proposed domestic and fire protection service designs will be required by Town of Yarmouth Water Department. Sewer: The existing septic will need to be removed and disposed of to accommodate the building addition. The proposed redevelopment will require a new septic system to service the expanded mercantile and new residential use. Review and approval are required by the Yarmouth Health Agent in accordance with Massachusetts Title V Regulations. It should be noted that plans are in place for public sewer infrastructure to be installed within the adjacent highway, however the timeframe on the installation is unknown and does not appear to be occurring within the next 2 years. Drainage: The proposed redevelopment will require a Stormwater Management Permit filing with the Department of Public Works. Gas/Electric/Communications: Existing gas, electric and communications services will be maintained from existing infrastructure within or along Main Street. 3.4 Local Permit Requirements 3.4.1 Yarmouth Site Plan Review Committee The proposed mixed-use building was reviewed by the Site Plan Review Committee under Formal Site Plan Review on December 3, 2024. 3.4.2 Yarmouth Design Review Committee The proposed mixed-use building was reviewed by the Design Review Committee under Formal Review on May 6, 2025. 3.4.3 Yarmouth Historic Commission The proposed mixed-use building was reviewed by the Historic Commission at the July 30, 2025 meeting. 3.4.4 Planning Board The proposed mixed-use building will need to be reviewed by the Town of Yarmouth’s Planning Board for a Special Permit to allow a two-family dwelling use in the B2 Zoning District. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 10 3.4.5 Zoning Board of Appeals (ZBA) The proposed mixed-use building will need to be reviewed by the Town of Yarmouth’s Zoning Board of Appeals (ZBA) for a Special Permit with a variance for an extension of a non-conforming structure (front and side yard setbacks). 3.4.6 Town of Yarmouth Department of Public Works The proposed development will need to submit a Stormwater Management Permit filing with the Department of Public Works. 3.4.7 Town of Yarmouth Water Department The proposed project will require review and approval from the Water Department for the new domestic and fire protection water services. 3.4.8 Town of Yarmouth Health Agent The proposed development will require approval from the Yarmouth Health Agent for the new septic system. 4 STORMWATER MANAGEMENT PLAN 4.1 Compliance with Yarmouth Stormwater Management Regulations The project is subject to the requirements of the Town of Yarmouth, Massachusetts, Stormwater Management Regulations (July 2021). Per the Yarmouth Stormwater Management Regulations, the project requires a Stormwater Management Permit from the Yarmouth Department of Public Works (DPW). 4.2 Existing Conditions The existing site is composed of two (1) watershed areas, discharging to two (2) design points, as shown on the Existing Conditions Watershed Map included in Appendix B. Under existing conditions, there is not a stormwater system servicing the project site. Existing HydroCAD Calculations are included in Appendix C. Design Point 1 – Public Drainage System within Main Street Watershed 1 consists of 27,870 square feet within the northern portion of the subject parcel. This watershed includes the parking area and the majority of the existing rooftop. This area has been assigned a minimum Time of Concentration (TC) of 7.1 minutes and a Composite Runoff Number (CN) of 75. Stormwater runoff from this area flows to an Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 11 existing catch basin within Main Street (Design Point 1). Stormwater runoff from this area is ultimately conveyed to Mill Pond. Design Point 2 – Existing Topographic Depression Watershed 2 consists of 120,192 square feet within the southern portion of the subject parcel and some adjacent properties. This watershed includes mostly wooded areas within the rear of the site. This area has been assigned a Time of Concentration (TC) of 32.3 minutes and a Composite Runoff Number (CN) of 44. Stormwater runoff from this area flows to an existing topographic depression within the site (Design Point 2). 4.3 Proposed Conditions The redevelopment project includes the renovation and expansion of the existing Becker’s Package Store into a 7,964 sq. ft. total gross floor area (5,115 sq. ft. footprint), two-story, mixed-use building with a basement consisting of one (1) commercial unit and 2 residential units. The project scope also includes improvements to the existing parking lot, new sidewalk areas, stormwater management improvements, utility modifications and landscaping improvements. In general, the proposed drainage patterns mimic existing conditions, discharging to the same design points as under existing conditions. The proposed project site is comprised of five (5) subwatersheds, as shown on the Proposed Conditions Watershed Map included in Appendix D. Water quality is achieved through one (1) crushed stone infiltration trench and an infiltration basin. The proposed stormwater management system has been designed to capture and treat the water quality volume in addition to reducing the peak stormwater runoff rates and volumes associated with the proposed building addition and parking lot improvements. Proposed HydroCAD Calculations are included in Appendix E. Design Point 1 – Public Drainage System Under proposed conditions, Watershed 1 is subdivided into two (2) subwatersheds, Watershed 1A and Watershed 1B. Subwatershed 1A consists of 10,082 square feet of mostly impervious area associated with the parking lot entrance and portion of the existing roadway (Drew’s Way). This area has been assigned a Time of Concentration (TC) of 7.9 minutes and a Composite Runoff Number (CN) of 765. Stormwater runoff from revised parking lot entrance is captured via a trench drain system that conveys stormwater to the proposed crushed stone infiltration trench for groundwater recharge and water quality. Excess treated stormwater runoff overflows the system and discharges to the public drainage system within Main Street (Design Point 1). Stormwater runoff from this area is ultimately conveyed to Mill Pond. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 12 Subwatershed 1B consists of 3,216 square feet of mostly new grass and landscaped areas in front of the store. This subwatershed has been assigned a CN of 56, and a minimum Tc of 6.0 minutes. Stormwater runoff from this subwatershed sheet flows to the existing public drainage system within Main Street (Design Point 1). Design Point 2 – Existing Topographic Depression Under proposed conditions, Watershed 2 is subdivided into three (3) subwatersheds, Watershed 2A, Watershed 2B, and Watershed 2C. Watershed 2A consists of 98,998 square feet of mostly pervious area associated with the rear of the site. Improvements within this area consist of regrading to the extend the existing topographic depression and to accommodate the new septic system. This area has been assigned a Time of Concentration (TC) of 32.3 minutes and a Composite Runoff Number (CN) of 41. Stormwater runoff from the rear of the site sheet flows to the existing topographic depression within the site (Design Point 2). Subwatershed 2B consists of 30,651 square feet of mostly impervious areas associated with the remaining improved parking lot. This subwatershed has been assigned a CN of 77, and a minimum Tc of 6.0 minutes. Stormwater runoff from this subwatershed sheet flows to the proposed sediment forebay for pre-treatment then the infiltration basin for groundwater recharge and water quality. Excess stormwater overflows the system and is conveyed to the existing topographic depression (Design Point 2). Subwatershed 2C consists of 5,115 square feet associated with the new building’s roof. This subwatershed has been assigned a CN of 98, and a minimum Tc of 6.0 minutes. Stormwater runoff from this subwatershed is conveyed via roof drains directly to the infiltration basin for groundwater recharge and water quality. Excess stormwater overflows the system and is conveyed to the existing topographic depression (Design Point 2). 4.4 Results Summary A runoff analysis of the pre- and post-construction conditions was completed using the TR-20 methodology and is summarized in tables below. Supporting calculations are included in Appendices C and E. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 13 Table 4.1: Watershed Data Area (SF) CN Tc (min) Existing Condition Watershed 1 27,870 75 7.1 Watershed 2 120,192 44 32.3 Total Area 148,062 50 -- Proposed Condition Watershed 1A 10,082 76 7.9 Subwatershed 1B 3,216 56 6.0 Subwatershed 2A 98,998 41 32.3 Subwatershed 2B 30,651 77 6.0 Subwatershed 2C 5,115 98 6.0 Total Area 148,062 53 -- ∆ 0 +3 -- Note: Minimum Tc = 6 min. As shown in Table 4.1 above, the overall watershed area is unchanged when comparing existing to proposed conditions. The CN increases from 50 to 53 when comparing existing to proposed conditions; this can be attributed to the increase in impervious area associated with the proposed site improvements. Table 4.2: Stormwater Runoff Discharge Rates Peak Discharge (cfs) 1-yr 2-yr 10-yr 25-yr 100-yr Design Point 1 – Public Drainage System Existing Peak Discharge Rate 0.50 0.80 1.68 2.40 4.02 Proposed Peak Discharge Rate 0.09 0.25 0.65 0.97 1.69 ΔQ -0.41 -0.55 -1.03 -1.43 -2.33 Design Point 2 – Topographic Depression Existing Peak Discharge Rate 0.00 0.00 0.00 0.00 0.00 Proposed Peak Discharge Rate 0.00 0.00 0.00 0.00 0.00 ΔQ 0.00 0.00 0.00 0.00 0.00 Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 14 Table 4.3: Stormwater Total Runoff Volume Volume (cf) 1-yr 2-yr 10-yr 25-yr 100-yr Design Point 1 – Public Drainage System Existing Total Stormwater Runoff 1,789 2,699 5,501 7,821 13,186 Proposed Total Stormwater Runoff 138 374 1,274 2,107 4,185 ΔV -1,651 -2,325 -4,227 -5,714 -9,001 Design Point 2 – Topographic Depression Existing Total Stormwater Runoff 0 0 0 0 0 Proposed Total Stormwater Runoff 0 0 0 0 0 ΔV 0 0 0 0 0 As shown in Tables 4.2 and 4.3 above, by implementing stormwater mitigations areas including an infiltration basin and stone trench, reductions in peak stormwater runoff rates and total stormwater runoff volumes are achieved for the 1-, 2-, 10-, 25-, and 100-yr design storm events. In addition, the infiltration systems significantly exceed the water quality volume requirements, as required per the Massachusetts Stormwater Handbook. The existing topographic depression within the site holds and infiltrates all stormwater runoff conveyed to it during both pre- and post- design storm events. Under proposed conditions, the existing topographic depression has been expanded to tie-into the proposed grade. 5 RESULTS AND CONCLUSIONS The redevelopment project includes the renovation and expansion of the existing Becker’s Package Store into a two-story, mixed-use building consisting of one (1) commercial unit and 2 residential units. The project scope also includes improvements to the existing parking lot, new sidewalk areas, stormwater management improvements, utility modifications and landscaping improvements. The site has been designed in general accordance with the Town’s Zoning By-Laws. The proposed stormwater management plan mimics existing conditions by discharging all of the site’s stormwater runoff to the same locations as under existing conditions. The stormwater management system utilizes one (1) infiltration basin and one (1) stone infiltration trench to control and improve the quality of the stormwater runoff leaving the Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 15 site associated with the development. For the 1-, 2-, 10-, 25-, and 100-year design storm events, the peak stormwater runoff rates and volumes have decreased or remained the same from existing to proposed conditions. The stormwater management system as designed will not have any negative impacts to the neighboring properties or the public drainage system within Main Street. Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 16 Appendix A Test Hole Location Map, prepared by JCE Soil Evaluation Logs prepared by Charlotte Speakman X X X X X X X X X X X X X X X X X X X S 01°19'37" W 155.73' S 8 4 ° 3 2 ' 3 3 " W 1 0 0 . 2 1 ' N 01°18'20" E 511.62'140.00' 131.62' 240.00' N 7 8 ° 5 2 ' 0 5 " E 9 9 . 6 3 ' MAP 36, LOT 82.1 N/F KISHOR K. PATEL VOLUME 12505, PAGE 226 (COMMERCIAL USE; ZONE B2) N 7 8 ° 5 9 ' 3 3 " E 1 4 5 . 9 9 ' ± ( D E E D ) N 7 8 ° 5 9 ' 3 3 " E 9 9 . 5 8 ' ( 1 0 0 ' ~ D E E D ) (100' ~ DEED) S 01°18'20" W 99.70' CONCRETE BOUND (FND ~ DESTROYED) CONCRETE BOUND (FND)CONCRETE BOUND (FND) CONCRETE BOUND W/ METAL DISK (FND) ( 1 0 0 ' ~ D E E D ) CONCRETEBOUND (FND) S 8 4 ° 4 3 ' 3 7 " W 1 6 4 . 5 5 ' S 01°07'27" W 189.80'S 00°23'57" W 187.75' S 00°56'53" W 365.55' N 7 8 ° 5 9 ' 3 3 " E 2 9 8 . 0 9 ' ( M E A S U R E D ) MASS. HWY. BOUND (FND) N 7 8 ° 5 9 ' 3 3 " E 8 0 . 1 4 ' MAP 36, LOT 82.2.1 N/F JOAO SILVA VOLUME 31220, PAGE 309 (RESIDENTIAL USE; ZONE B2) DREW'S WAY (PRIVATE RIGHT OF WAY ~ 12' WIDTH) 2 STY. ECONOLODGE MOTEL No. 59 MAP 36, LOT 76 N/F DIPTI LLC VOLUME 27426, PAGE 307 (COMMERCIAL USE; ZONE B2) MAP 36, LOT 71 N/F ROSEANN KELLEHER VOLUME 21626, PAGE 104 (RESIDENTIAL USE; ZONE B1) MAP 36, LOT 82.2.2 N/F HUGH VARDAN & JOHN MOYLAN VOLUME 29158, PAGE 71 (RESIDENTIAL USE; ZONE B2) 1 9 3 3 S T A T E H I G H A W Y ~ L O 2 9 7 7 2 2 21 20 22 21 20 19 18 17 16 21 20 20 19 19 2 5 24 23 23 23 23 22 21 1. 4 ' 25 2 4 24 2 3 23 2 2 2 1 22 21 20 19 12.4' D N 01°18'20" E 99.92' (100' ~ DEED) BH HEDGES COLUMN GUY GAS METER ELEC. METER GASMETER CHAIN LINK FENCE AC UNIT ACUNIT ACUNIT ICE 18 17 1 9 1 8 1 8 1 8 19 1 9 1 8 1 9 BOLLARDS BIT. PAVED DRIVEWAY "DREW'S WAY" SIGN BIT. PAVED PARKING AREA WOOD GUARD RAIL C.O. OVERHANG BIT. PAVEMENT C O N C . W A L K CO N C . W A L K BIT. PAVED DRIVEWAY "BECKER'S PACKAGE STORE" 1 STY. W/F & MASONRY BUILDING No. 55 (ROUTE 28) LAWN "RESERVED" AS SHOWN ON PLAN REF. 1(E) MAP 36, LOT 79 51,026 S.F. (1.171 AC.) MAP 36, LOT 78 9,711 S.F. (0.223 AC.) MAP 36, LOT 77 37,669 S.F. (0.865 AC.) S 00°51'57" W 98.35' APPROXIMATE SEPTIC SYSTEM UTILITYPOLE (TYP.)(DENSE WOODS / BRUSH) (DENSE WOODS / BRUSH) EDGE OF PAVEMENT EDGE OF PAVEMENT WOOD FENCE VINYL FENCE G R A N I T E C U R B I N G ( T Y P . ) MAG-NAIL (FND) O H W R O U T E 2 8 - M A I N S T R E E T ( S T A T E H I G H W A Y L A Y O U T 2 9 7 7 & 6 2 3 7 ) 12 ' 2 STY. "RELAX INN" No. 41 20 ZO N E B 1 ZO N E B 2 ZONE B1 ZONE B2 S 8 6 ° 4 2 ' 3 7 " W 8 0 . 6 0 ' TH-3 & 4 (DRAINAGE) TH-1 & TH-2 (SEPTIC) NOTE: TEST PITS WERE OBSERVED ON NOVEMBER 19, 2025 SHEET DESIGNED BY:SEK DRAWN BY:SEK CHECKED BY:JAC DATE:NOV. 2025 PROJECT NO:19-19v REVISIONS: NO.DATE.DESCRIPTION BE C K E R ' S P A C K A G E S T O R E 55 R O U T E 2 8 WE S T Y A R M O U T H , M A S S A C H U S E T T S AP 3 6 , L O T S 7 7 - 7 9 OF 1Q: \ 1 9 - 1 9 A h a r o n i a n & A s s o c i a t e s \ 1 9 - 1 9 v B e c k e r s P a c k a g e S t o r e \ A C A D \ B e c k e r ' s P a c k a g e S t o r e [ W o r k i n g P l a n ] - R 3 . d w g J a n . 2 2 , 2 0 2 6 1 0 : 5 2 a m JC E JC E JO E C A S A L I E N G I N E E R I N G , I n c . Ci v i l ∙ S i t e D e v e l o p m e n t ∙ T r a n s p o r t a t i o n Dr a i n a g e ∙ W e t l a n d s ∙ I S D S ∙ T r a f f i c ∙ F l o o d p l a i n 30 0 P o s t R o a d , W a r w i c k , R I 0 2 8 8 8 0 3 0 0 0 3 3 F A ; W W W . J O E C A S A L I . C O 0 TEST PIT LOCATION PLAN 1 SCALE (FEET) 0 1 INCH = FT 25 50 100 200 50 MA. MAINLAND (NAD 83) Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 17 Appendix B Existing Condition Watershed Map 20 20 2 0 20 2 5 20 2 2 21 22 21 19 18 1 7 1 6 19 19 24 23 23 23 22 2 1 2 4 24 2 3 2 1 22 21 19 18 17 1 9 1 8 19 1 9 18 1 9 2 0 17 18 20 23 20 1 8 1 6 14 2 0 22 21 20 19 20 2 2 24 EXISTING PUBLIC DRAINAGE NETWORK EXISTING TOPOGRAPHIC DEPRESSION DP1 DP2 18 16 OVERALL WATERSHED AREA = 148,062 SF WATERSHED 1 AREA = 27,870 SF TC = 7.1 MIN. CN = 75 WATERSHED 2 AREA = 120,192 SF TC = 32.3 MIN. CN = 44 19 R O U T E 2 8 - M A I N S T R E E T PROPERTY LINE (TYP.) TIME OF CONCENTRATION LINE (TYP.) ECONO LODGE RELAX-INN DREW'S WAY 25 SHEET DESIGNED BY:SD DRAWN BY:SD CHECKED BY:JAC DATE:SEPT. 2025 PROJECT NO:19-19v REVISIONS: NO.DATE.DESCRIPTION BE C K E R ' S P A C K A G E S T O R E 55 R O U T E 2 8 WE S T Y A R M O U T H , M A S S A C H U S E T T S AP 3 6 , L O T S 7 7 - 7 9 OF 1Q: \ 1 9 - 1 9 A h a r o n i a n & A s s o c i a t e s \ 1 9 - 1 9 v B e c k e r s P a c k a g e S t o r e \ D r a i n a g e \ W a t e r s h e d M a p \ B e c k e r ' s P a c k a g e S t o r e [ W a t e r s h e d M a p ] - R 3 . d w g J a n . 2 2 , 2 0 2 6 1 1 : 1 9 a m STORMWATER REPORT JC E JC E JO E C A S A L I E N G I N E E R I N G , I n c . Ci v i l ∙ S i t e D e v e l o p m e n t ∙ T r a n s p o r t a t i o n Dr a i n a g e ∙ W e t l a n d s ∙ I S D S ∙ T r a f f i c ∙ F l o o d p l a i n 30 0 P o s t R o a d , W a r w i c k , R I 0 2 8 8 8 0 3 0 0 0 3 3 F A ; W W W . J O E C A S A L I . C O 0 EXISTING CONDITIONS WATERSHED MAP 1 SCALE (FEET) 0 1 INCH = FT 25 50 100 200 50 WATERSHED BOUNDARY LINE TIME OF CONCENTRATION LINE LEGEND UNDERGROUND TIME OF CONCENTRATION LINE MA. MAINLAND (NAD 83) Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 18 Appendix C Existing Conditions HydroCAD Calculations W1 Watershed 1 W2 Watershed 2 3P Topographic Depression DP-1 Public Drainage Network DP-2 Existing Topographic Depression Routing Diagram for Beckers Package Store - Existing - R3 Prepared by Joe Casali Engineering, Inc, Printed 1/22/2026 HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 2HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 53,547 39 >75% Grass cover, Good, HSG A (W1, W2) 17,428 98 Impervious Surface, HSG A (W1) 18,038 98 Impervious Surfaces, HSG A (W2) 59,049 30 Woods, Good, HSG A (W1, W2) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 3HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 0.50 cfs @ 12.12 hrs, Volume= 1,789 cf, Depth= 0.77" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 4HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2: Watershed 2 Runoff = 0.00 cfs @ 24.04 hrs, Volume= 19 cf, Depth= 0.00" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 5HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 24.04 hrs, Volume= 19 cf Outflow = 0.00 cfs @ 24.06 hrs, Volume= 19 cf, Atten= 0%, Lag= 1.6 min Discarded = 0.00 cfs @ 24.06 hrs, Volume= 19 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 16.00' @ 24.06 hrs Surf.Area= 499 sf Storage= 0 cf Plug-Flow detention time= 2.5 min calculated for 19 cf (100% of inflow) Center-of-Mass det. time= 2.5 min ( 1,358.0 - 1,355.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.10 cfs @ 24.06 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 6HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 0.77" for 1-Year event Inflow = 0.50 cfs @ 12.12 hrs, Volume= 1,789 cf Primary = 0.50 cfs @ 12.12 hrs, Volume= 1,789 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 7HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 8HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 0.80 cfs @ 12.11 hrs, Volume= 2,699 cf, Depth= 1.16" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Summary for Subcatchment W2: Watershed 2 Runoff = 0.01 cfs @ 15.86 hrs, Volume= 423 cf, Depth= 0.04" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 9HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.04" for 2-Year event Inflow = 0.01 cfs @ 15.86 hrs, Volume= 423 cf Outflow = 0.01 cfs @ 15.89 hrs, Volume= 423 cf, Atten= 0%, Lag= 2.0 min Discarded = 0.01 cfs @ 15.89 hrs, Volume= 423 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 16.00' @ 15.89 hrs Surf.Area= 504 sf Storage= 2 cf Plug-Flow detention time= 2.5 min calculated for 422 cf (100% of inflow) Center-of-Mass det. time= 2.5 min ( 1,140.5 - 1,138.0 ) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.10 cfs @ 15.89 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 1.16" for 2-Year event Inflow = 0.80 cfs @ 12.11 hrs, Volume= 2,699 cf Primary = 0.80 cfs @ 12.11 hrs, Volume= 2,699 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 10HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 1.68 cfs @ 12.11 hrs, Volume= 5,501 cf, Depth= 2.37" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Summary for Subcatchment W2: Watershed 2 Runoff = 0.28 cfs @ 12.73 hrs, Volume= 3,682 cf, Depth= 0.37" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 11HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.37" for 10-Year event Inflow = 0.28 cfs @ 12.73 hrs, Volume= 3,682 cf Outflow = 0.19 cfs @ 13.32 hrs, Volume= 3,682 cf, Atten= 35%, Lag= 35.2 min Discarded = 0.19 cfs @ 13.32 hrs, Volume= 3,682 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 16.37' @ 13.32 hrs Surf.Area= 966 sf Storage= 263 cf Plug-Flow detention time= 10.9 min calculated for 3,675 cf (100% of inflow) Center-of-Mass det. time= 10.8 min ( 994.0 - 983.1 ) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.19 cfs @ 13.32 hrs HW=16.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 2.37" for 10-Year event Inflow = 1.68 cfs @ 12.11 hrs, Volume= 5,501 cf Primary = 1.68 cfs @ 12.11 hrs, Volume= 5,501 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 12HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 2.40 cfs @ 12.11 hrs, Volume= 7,821 cf, Depth= 3.37" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Summary for Subcatchment W2: Watershed 2 Runoff = 0.89 cfs @ 12.61 hrs, Volume= 7,772 cf, Depth= 0.78" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 13HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.78" for 25-Year event Inflow = 0.89 cfs @ 12.61 hrs, Volume= 7,772 cf Outflow = 0.42 cfs @ 13.27 hrs, Volume= 7,773 cf, Atten= 52%, Lag= 39.4 min Discarded = 0.42 cfs @ 13.27 hrs, Volume= 7,773 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 17.02' @ 13.27 hrs Surf.Area= 2,209 sf Storage= 1,264 cf Plug-Flow detention time= 30.0 min calculated for 7,759 cf (100% of inflow) Center-of-Mass det. time= 30.0 min ( 974.9 - 945.0 ) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.42 cfs @ 13.27 hrs HW=17.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.42 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 3.37" for 25-Year event Inflow = 2.40 cfs @ 12.11 hrs, Volume= 7,821 cf Primary = 2.40 cfs @ 12.11 hrs, Volume= 7,821 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 25-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 14HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 4.02 cfs @ 12.10 hrs, Volume= 13,186 cf, Depth= 5.68" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Summary for Subcatchment W2: Watershed 2 Runoff = 3.06 cfs @ 12.52 hrs, Volume= 20,093 cf, Depth= 2.01" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 15HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 2.01" for 100-Year event Inflow = 3.06 cfs @ 12.52 hrs, Volume= 20,093 cf Outflow = 1.27 cfs @ 13.13 hrs, Volume= 20,093 cf, Atten= 59%, Lag= 36.5 min Discarded = 1.27 cfs @ 13.13 hrs, Volume= 20,093 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 17.88' @ 13.13 hrs Surf.Area= 6,610 sf Storage= 4,875 cf Plug-Flow detention time= 49.2 min calculated for 20,058 cf (100% of inflow) Center-of-Mass det. time= 49.2 min ( 956.2 - 907.1 ) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=1.27 cfs @ 13.13 hrs HW=17.88' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 5.68" for 100-Year event Inflow = 4.02 cfs @ 12.10 hrs, Volume= 13,186 cf Primary = 4.02 cfs @ 12.10 hrs, Volume= 13,186 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 16HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1: Watershed 1 Runoff = 0.02 cfs @ 12.40 hrs, Volume= 171 cf, Depth= 0.07" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 17,428 98 Impervious Surface, HSG A 6,595 39 >75% Grass cover, Good, HSG A 3,847 30 Woods, Good, HSG A 27,870 75 Weighted Average 10,442 36 37.47% Pervious Area 17,428 98 62.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 50 0.1000 0.13 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 0.7 84 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 7.1 134 Total Summary for Subcatchment W2: Watershed 2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 18,038 98 Impervious Surfaces, HSG A 46,952 39 >75% Grass cover, Good, HSG A 55,202 30 Woods, Good, HSG A 120,192 44 Weighted Average 102,154 34 84.99% Pervious Area 18,038 98 15.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Existing - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 17HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 16.00' @ 0.00 hrs Surf.Area= 499 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 16.00' 18,025 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 499 0 0 499 17.00 2,140 1,224 1,224 2,144 18.00 7,447 4,526 5,750 7,457 19.00 17,848 12,275 18,025 17,865 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 18.95'200.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.10 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 27,870 sf, 62.53% Impervious, Inflow Depth = 0.07" for WQV event Inflow = 0.02 cfs @ 12.40 hrs, Volume= 171 cf Primary = 0.02 cfs @ 12.40 hrs, Volume= 171 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 120,192 sf, 15.01% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 19 Appendix D Proposed Condition Watershed Map DP1 DP2 R O U T E 2 8 - M A I N S T R E E T 20 20 25 2 2 21 22 21 19 18 1 7 1 6 24 2 3 2 1 22 21 18 17 18 17 18 20 23 20 1 8 1 6 14 2 0 22 21 20 19 20 2 2 24 18 16 19 1 9 ECONO LODGE RELAX-INN 23 20 DREW'S WAY D D D 19 18 19 19 18 1 8 . 5 16 . 5 16 . 5 15 . 5 17.5 18 . 5 18 15 . 5 16 . 5 19 18.5 18 1 9 19 19 18.5 1 8 18 25 16 14 . 5 14 . 5 16 . 5 19 19 18 . 5 17 . 5 20 21 22 23 24 19 18 17.5 16 17 24 19 20 21 22 19 20 21 22 23 23 24 EXISTING PUBLIC DRAINAGE NETWORK EXISTING TOPOGRAPHIC DEPRESSION OVERALL WATERSHED AREA = 148,062 SF WATERSHED 1A AREA = 10,082 SF TC = 7.9 MIN. CN = 76 WATERSHED 2A AREA = 98,998 SF TC = 32.3 MIN. CN = 41 WATERSHED 2B AREA =30,651 SF TC = 6.0 MIN. CN = 77 WATERSHED 1B AREA = 3,216 SF TC = 6.0 MIN. CN = 56 WATERSHED 2C (BLDG ROOF) AREA = 5,115 SF TC = 6.0 MIN. CN = 98 PROPOSED INFILTRATION BASIN PROPOSED SEDIMENT FOREBAY PROPERTY LINE (TYP.) TIME OF CONCENTRATION LINE (TYP.) PROPOSED CRUSHED STONE INFILTRATION TRENCH SHEET DESIGNED BY:SD DRAWN BY:SD CHECKED BY:JAC DATE:SEPT. 2025 PROJECT NO:19-19v REVISIONS: NO.DATE.DESCRIPTION BE C K E R ' S P A C K A G E S T O R E 55 R O U T E 2 8 WE S T Y A R M O U T H , M A S S A C H U S E T T S AP 3 6 , L O T S 7 7 - 7 9 OF 1Q: \ 1 9 - 1 9 A h a r o n i a n & A s s o c i a t e s \ 1 9 - 1 9 v B e c k e r s P a c k a g e S t o r e \ D r a i n a g e \ W a t e r s h e d M a p \ B e c k e r ' s P a c k a g e S t o r e [ W a t e r s h e d M a p ] - R 3 . d w g J a n . 2 2 , 2 0 2 6 1 1 : 2 0 a m STORMWATER REPORT JC E JC E JO E C A S A L I E N G I N E E R I N G , I n c . Ci v i l ∙ S i t e D e v e l o p m e n t ∙ T r a n s p o r t a t i o n Dr a i n a g e ∙ W e t l a n d s ∙ I S D S ∙ T r a f f i c ∙ F l o o d p l a i n 30 0 P o s t R o a d , W a r w i c k , R I 0 2 8 8 8 0 3 0 0 0 3 3 F A ; W W W . J O E C A S A L I . C O 0 PROPOSED CONDITIONS WATERSHED MAP 1 SCALE (FEET) 0 1 INCH = FT 25 50 100 200 50 WATERSHED BOUNDARY LINE TIME OF CONCENTRATION LINE LEGEND UNDERGROUND TIME OF CONCENTRATION LINE MA. MAINLAND (NAD 83) Project Narrative and Stormwater Management Report February 2026 Becker’s Package Store Redevelopment - Mixed-Use Building 55 Route 28, West Yarmouth, MA 20 Appendix E Proposed Conditions HydroCAD Calculations W1A Watershed 1A W1B Watershed 1B W2A Watershed 2A W2B Watershed 2B W2C Watershed 2C - Building Roof 1P Crushed Stone Trench 2P Sediment Forebay 3P Topographic Depression 4P Infiltration Basin DP-1 Public Drainage Network DP-2 Existing Topographic Depression Routing Diagram for Beckers Package Store - Proposed - R3 Prepared by Joe Casali Engineering, Inc, Printed 1/22/2026 HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 2HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 28,698 39 >75% Grass cover, Good, HSG A (W1A, W1B, W2A, W2B) 100 98 Concrete Pad, HSG A (W2B) 5,474 98 Existing Impervious Surface, HSG A (W1A, W1B) 6,334 98 Existing Impervious Surfaces, HSG A (W2B) 14,905 98 Impervious Surfaces, HSG A (W2A) 14,020 98 Paved parking, HSG A (W1A, W2B) 5,115 98 Roofs, HSG A (W2C) 1,231 98 Sidewalk, HSG A (W1A, W1B, W2B) 72,185 30 Woods, Good, HSG A (W2A) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 3HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 0.19 cfs @ 12.12 hrs, Volume= 688 cf, Depth= 0.82" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 4HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1B: Watershed 1B Runoff = 0.00 cfs @ 12.42 hrs, Volume= 38 cf, Depth= 0.14" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 5HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 6HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2B: Watershed 2B Runoff = 0.67 cfs @ 12.10 hrs, Volume= 2,219 cf, Depth= 0.87" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 7HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.30 cfs @ 12.09 hrs, Volume= 1,053 cf, Depth= 2.47" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 8HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 0.82" for 1-Year event Inflow = 0.19 cfs @ 12.12 hrs, Volume= 688 cf Outflow = 0.12 cfs @ 12.24 hrs, Volume= 679 cf, Atten= 38%, Lag= 6.9 min Discarded = 0.03 cfs @ 11.85 hrs, Volume= 579 cf Primary = 0.09 cfs @ 12.24 hrs, Volume= 100 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 17.96' @ 12.25 hrs Surf.Area= 150 sf Storage= 97 cf Plug-Flow detention time= 29.5 min calculated for 678 cf (99% of inflow) Center-of-Mass det. time= 22.2 min ( 890.1 - 867.9 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 11.85 hrs HW=16.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.07 cfs @ 12.24 hrs HW=17.96' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.25 fps) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 9HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 0.87" for 1-Year event Inflow = 0.67 cfs @ 12.10 hrs, Volume= 2,219 cf Outflow = 0.71 cfs @ 12.12 hrs, Volume= 1,883 cf, Atten= 0%, Lag= 1.2 min Primary = 0.71 cfs @ 12.12 hrs, Volume= 1,883 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.39' @ 12.10 hrs Surf.Area= 534 sf Storage= 330 cf Plug-Flow detention time= 94.5 min calculated for 1,879 cf (85% of inflow) Center-of-Mass det. time= 27.7 min ( 890.3 - 862.6 ) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.62 cfs @ 12.12 hrs HW=17.39' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.62 cfs @ 0.55 fps) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 10HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 16.00' @ 0.00 hrs Surf.Area= 5,803 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 1.11 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 11HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 0.98" for 1-Year event Inflow = 0.99 cfs @ 12.12 hrs, Volume= 2,935 cf Outflow = 0.20 cfs @ 12.57 hrs, Volume= 2,935 cf, Atten= 80%, Lag= 27.1 min Discarded = 0.20 cfs @ 12.57 hrs, Volume= 2,935 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 15.17' @ 12.57 hrs Surf.Area= 1,039 sf Storage= 608 cf Plug-Flow detention time= 19.5 min calculated for 2,935 cf (100% of inflow) Center-of-Mass det. time= 19.2 min ( 862.8 - 843.6 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.20 cfs @ 12.57 hrs HW=15.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=14.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 12HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 0.12" for 1-Year event Inflow = 0.09 cfs @ 12.24 hrs, Volume= 138 cf Primary = 0.09 cfs @ 12.24 hrs, Volume= 138 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 13HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 14HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 0.30 cfs @ 12.12 hrs, Volume= 1,027 cf, Depth= 1.22" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Summary for Subcatchment W1B: Watershed 1B Runoff = 0.01 cfs @ 12.29 hrs, Volume= 84 cf, Depth= 0.31" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 15HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 0.00 cfs @ 22.17 hrs, Volume= 99 cf, Depth= 0.01" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Summary for Subcatchment W2B: Watershed 2B Runoff = 1.02 cfs @ 12.10 hrs, Volume= 3,279 cf, Depth= 1.28" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 16HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.37 cfs @ 12.09 hrs, Volume= 1,307 cf, Depth= 3.07" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 1.22" for 2-Year event Inflow = 0.30 cfs @ 12.12 hrs, Volume= 1,027 cf Outflow = 0.27 cfs @ 12.13 hrs, Volume= 1,021 cf, Atten= 9%, Lag= 0.6 min Discarded = 0.03 cfs @ 11.70 hrs, Volume= 731 cf Primary = 0.24 cfs @ 12.13 hrs, Volume= 290 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 17.96' @ 12.15 hrs Surf.Area= 150 sf Storage= 97 cf Plug-Flow detention time= 23.8 min calculated for 1,019 cf (99% of inflow) Center-of-Mass det. time= 20.6 min ( 876.1 - 855.6 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 17HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 11.70 hrs HW=16.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.21 cfs @ 12.13 hrs HW=17.96' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.21 cfs @ 0.37 fps) Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 1.28" for 2-Year event Inflow = 1.02 cfs @ 12.10 hrs, Volume= 3,279 cf Outflow = 1.00 cfs @ 12.10 hrs, Volume= 2,968 cf, Atten= 1%, Lag= 0.3 min Primary = 1.00 cfs @ 12.10 hrs, Volume= 2,968 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.40' @ 12.10 hrs Surf.Area= 538 sf Storage= 337 cf Plug-Flow detention time= 63.8 min calculated for 2,968 cf (91% of inflow) Center-of-Mass det. time= 17.3 min ( 867.9 - 850.6 ) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.99 cfs @ 12.10 hrs HW=17.40' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.99 cfs @ 0.64 fps) Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.00 cfs @ 22.17 hrs, Volume= 99 cf Outflow = 0.00 cfs @ 22.19 hrs, Volume= 99 cf, Atten= 0%, Lag= 1.6 min Discarded = 0.00 cfs @ 22.19 hrs, Volume= 99 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 18HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Peak Elev= 16.00' @ 22.19 hrs Surf.Area= 5,803 sf Storage= 0 cf Plug-Flow detention time= 1.3 min calculated for 99 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 1,248.5 - 1,247.2 ) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=1.11 cfs @ 22.19 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 1.43" for 2-Year event Inflow = 1.37 cfs @ 12.10 hrs, Volume= 4,276 cf Outflow = 0.24 cfs @ 12.60 hrs, Volume= 4,274 cf, Atten= 82%, Lag= 30.3 min Discarded = 0.24 cfs @ 12.60 hrs, Volume= 4,274 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 15.71' @ 12.60 hrs Surf.Area= 1,268 sf Storage= 1,230 cf Plug-Flow detention time= 39.9 min calculated for 4,274 cf (100% of inflow) Center-of-Mass det. time= 39.5 min ( 873.2 - 833.6 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Type III 24-hr 2-Year Rainfall=3.30"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 19HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.24 cfs @ 12.60 hrs HW=15.71' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=14.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 0.34" for 2-Year event Inflow = 0.25 cfs @ 12.13 hrs, Volume= 374 cf Primary = 0.25 cfs @ 12.13 hrs, Volume= 374 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 20HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 0.61 cfs @ 12.12 hrs, Volume= 2,061 cf, Depth= 2.45" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Summary for Subcatchment W1B: Watershed 1B Runoff = 0.07 cfs @ 12.11 hrs, Volume= 265 cf, Depth= 0.99" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 21HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 0.10 cfs @ 12.88 hrs, Volume= 2,055 cf, Depth= 0.25" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Summary for Subcatchment W2B: Watershed 2B Runoff = 2.05 cfs @ 12.09 hrs, Volume= 6,487 cf, Depth= 2.54" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 22HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.55 cfs @ 12.09 hrs, Volume= 1,988 cf, Depth= 4.66" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 2.45" for 10-Year event Inflow = 0.61 cfs @ 12.12 hrs, Volume= 2,061 cf Outflow = 0.61 cfs @ 12.12 hrs, Volume= 2,071 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.25 hrs, Volume= 1,063 cf Primary = 0.59 cfs @ 12.12 hrs, Volume= 1,008 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 17.97' @ 12.12 hrs Surf.Area= 150 sf Storage= 98 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.4 min ( 850.5 - 835.0 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 23HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 11.25 hrs HW=16.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.54 cfs @ 12.12 hrs HW=17.97' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.54 cfs @ 0.50 fps) Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 2.54" for 10-Year event Inflow = 2.05 cfs @ 12.09 hrs, Volume= 6,487 cf Outflow = 2.03 cfs @ 12.10 hrs, Volume= 6,180 cf, Atten= 1%, Lag= 0.2 min Primary = 2.03 cfs @ 12.10 hrs, Volume= 6,180 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.43' @ 12.10 hrs Surf.Area= 550 sf Storage= 354 cf Plug-Flow detention time= 36.8 min calculated for 6,180 cf (95% of inflow) Center-of-Mass det. time= 10.9 min ( 841.6 - 830.7 ) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.01 cfs @ 12.10 hrs HW=17.43' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.01 cfs @ 0.81 fps) Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.18" for 10-Year event Inflow = 0.10 cfs @ 12.88 hrs, Volume= 2,055 cf Outflow = 0.10 cfs @ 12.91 hrs, Volume= 2,055 cf, Atten= 0%, Lag= 1.6 min Discarded = 0.10 cfs @ 12.91 hrs, Volume= 2,055 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 24HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Peak Elev= 16.00' @ 12.91 hrs Surf.Area= 5,806 sf Storage= 8 cf Plug-Flow detention time= 1.3 min calculated for 2,051 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 1,015.7 - 1,014.3 ) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=1.11 cfs @ 12.91 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 2.74" for 10-Year event Inflow = 2.58 cfs @ 12.09 hrs, Volume= 8,167 cf Outflow = 0.35 cfs @ 12.71 hrs, Volume= 8,166 cf, Atten= 86%, Lag= 36.6 min Discarded = 0.35 cfs @ 12.71 hrs, Volume= 8,166 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 16.89' @ 12.71 hrs Surf.Area= 1,826 sf Storage= 3,035 cf Plug-Flow detention time= 83.5 min calculated for 8,152 cf (100% of inflow) Center-of-Mass det. time= 83.3 min ( 902.2 - 818.9 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Type III 24-hr 10-Year Rainfall=4.90"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 25HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.35 cfs @ 12.71 hrs HW=16.89' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=14.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 1.15" for 10-Year event Inflow = 0.65 cfs @ 12.12 hrs, Volume= 1,274 cf Primary = 0.65 cfs @ 12.12 hrs, Volume= 1,274 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 26HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 0.87 cfs @ 12.11 hrs, Volume= 2,912 cf, Depth= 3.47" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Summary for Subcatchment W1B: Watershed 1B Runoff = 0.13 cfs @ 12.10 hrs, Volume= 444 cf, Depth= 1.66" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 27HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 0.46 cfs @ 12.67 hrs, Volume= 4,863 cf, Depth= 0.59" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Summary for Subcatchment W2B: Watershed 2B Runoff = 2.88 cfs @ 12.09 hrs, Volume= 9,110 cf, Depth= 3.57" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 28HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.69 cfs @ 12.09 hrs, Volume= 2,499 cf, Depth= 5.86" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 3.47" for 25-Year event Inflow = 0.87 cfs @ 12.11 hrs, Volume= 2,912 cf Outflow = 0.87 cfs @ 12.11 hrs, Volume= 2,928 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 10.65 hrs, Volume= 1,265 cf Primary = 0.84 cfs @ 12.11 hrs, Volume= 1,663 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 17.98' @ 12.12 hrs Surf.Area= 150 sf Storage= 98 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 13.7 min ( 838.8 - 825.1 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 29HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 10.65 hrs HW=16.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.81 cfs @ 12.11 hrs HW=17.98' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.81 cfs @ 0.58 fps) Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 3.57" for 25-Year event Inflow = 2.88 cfs @ 12.09 hrs, Volume= 9,110 cf Outflow = 2.85 cfs @ 12.10 hrs, Volume= 8,805 cf, Atten= 1%, Lag= 0.2 min Primary = 2.85 cfs @ 12.10 hrs, Volume= 8,805 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.45' @ 12.10 hrs Surf.Area= 558 sf Storage= 366 cf Plug-Flow detention time= 28.0 min calculated for 8,789 cf (96% of inflow) Center-of-Mass det. time= 9.2 min ( 830.1 - 820.9 ) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.82 cfs @ 12.10 hrs HW=17.45' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.82 cfs @ 0.90 fps) Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.52" for 25-Year event Inflow = 1.24 cfs @ 12.36 hrs, Volume= 5,787 cf Outflow = 1.12 cfs @ 12.42 hrs, Volume= 5,787 cf, Atten= 9%, Lag= 3.6 min Discarded = 1.12 cfs @ 12.42 hrs, Volume= 5,787 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 30HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Peak Elev= 16.02' @ 12.41 hrs Surf.Area= 5,834 sf Storage= 99 cf Plug-Flow detention time= 1.3 min calculated for 5,776 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 930.8 - 929.5 ) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=1.12 cfs @ 12.42 hrs HW=16.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 3.79" for 25-Year event Inflow = 3.54 cfs @ 12.09 hrs, Volume= 11,303 cf Outflow = 1.42 cfs @ 12.35 hrs, Volume= 11,319 cf, Atten= 60%, Lag= 15.7 min Discarded = 0.39 cfs @ 12.36 hrs, Volume= 10,395 cf Primary = 1.03 cfs @ 12.35 hrs, Volume= 924 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.26' @ 12.36 hrs Surf.Area= 2,020 sf Storage= 3,762 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 88.3 min ( 899.6 - 811.2 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Type III 24-hr 25-Year Rainfall=6.10"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 31HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.39 cfs @ 12.36 hrs HW=17.26' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=1.01 cfs @ 12.35 hrs HW=17.26' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 1.01 cfs @ 0.64 fps) Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 1.90" for 25-Year event Inflow = 0.97 cfs @ 12.11 hrs, Volume= 2,107 cf Primary = 0.97 cfs @ 12.11 hrs, Volume= 2,107 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 25-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 32HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 1.44 cfs @ 12.11 hrs, Volume= 4,872 cf, Depth= 5.80" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Summary for Subcatchment W1B: Watershed 1B Runoff = 0.28 cfs @ 12.10 hrs, Volume= 909 cf, Depth= 3.39" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 33HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 1.97 cfs @ 12.55 hrs, Volume= 13,835 cf, Depth= 1.68" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Summary for Subcatchment W2B: Watershed 2B Runoff = 4.72 cfs @ 12.09 hrs, Volume= 15,122 cf, Depth= 5.92" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 34HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.98 cfs @ 12.09 hrs, Volume= 3,606 cf, Depth= 8.46" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.70" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 5.80" for 100-Year event Inflow = 1.44 cfs @ 12.11 hrs, Volume= 4,872 cf Outflow = 1.44 cfs @ 12.11 hrs, Volume= 4,871 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 9.45 hrs, Volume= 1,595 cf Primary = 1.41 cfs @ 12.11 hrs, Volume= 3,277 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 17.99' @ 12.11 hrs Surf.Area= 150 sf Storage= 99 cf Plug-Flow detention time= 13.4 min calculated for 4,863 cf (100% of inflow) Center-of-Mass det. time= 13.3 min ( 823.7 - 810.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 35HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 9.45 hrs HW=16.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.36 cfs @ 12.11 hrs HW=17.99' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 1.36 cfs @ 0.69 fps) Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 5.92" for 100-Year event Inflow = 4.72 cfs @ 12.09 hrs, Volume= 15,122 cf Outflow = 4.68 cfs @ 12.09 hrs, Volume= 14,817 cf, Atten= 1%, Lag= 0.2 min Primary = 4.68 cfs @ 12.09 hrs, Volume= 14,817 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.50' @ 12.09 hrs Surf.Area= 573 sf Storage= 389 cf Plug-Flow detention time= 19.0 min calculated for 14,790 cf (98% of inflow) Center-of-Mass det. time= 7.1 min ( 813.6 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.60 cfs @ 12.09 hrs HW=17.49' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.60 cfs @ 1.06 fps) Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 1.68" for 100-Year event Inflow = 5.71 cfs @ 12.12 hrs, Volume= 18,827 cf Outflow = 1.39 cfs @ 12.94 hrs, Volume= 18,771 cf, Atten= 76%, Lag= 49.1 min Discarded = 1.39 cfs @ 12.94 hrs, Volume= 18,771 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 36HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Peak Elev= 16.77' @ 12.94 hrs Surf.Area= 7,254 sf Storage= 4,999 cf Plug-Flow detention time= 29.9 min calculated for 18,771 cf (100% of inflow) Center-of-Mass det. time= 28.1 min ( 898.9 - 870.8 ) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=1.39 cfs @ 12.94 hrs HW=16.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.39 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 6.18" for 100-Year event Inflow = 5.66 cfs @ 12.09 hrs, Volume= 18,423 cf Outflow = 5.81 cfs @ 12.12 hrs, Volume= 18,321 cf, Atten= 0%, Lag= 1.7 min Discarded = 0.40 cfs @ 12.12 hrs, Volume= 13,330 cf Primary = 5.41 cfs @ 12.12 hrs, Volume= 4,992 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.38' @ 12.12 hrs Surf.Area= 2,080 sf Storage= 4,002 cf Plug-Flow detention time= 78.4 min calculated for 18,289 cf (99% of inflow) Center-of-Mass det. time= 74.8 min ( 874.0 - 799.2 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Type III 24-hr 100-Year Rainfall=8.70"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 37HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.40 cfs @ 12.12 hrs HW=17.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=4.74 cfs @ 12.12 hrs HW=17.36' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 4.74 cfs @ 1.07 fps) Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 3.78" for 100-Year event Inflow = 1.69 cfs @ 12.11 hrs, Volume= 4,185 cf Primary = 1.69 cfs @ 12.11 hrs, Volume= 4,185 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 38HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W1A: Watershed 1A Runoff = 0.01 cfs @ 12.38 hrs, Volume= 73 cf, Depth= 0.09" Routed to Pond 1P : Crushed Stone Trench Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 4,684 98 Existing Impervious Surface, HSG A * 80 98 Sidewalk, HSG A 1,635 98 Paved parking, HSG A 3,683 39 >75% Grass cover, Good, HSG A 10,082 76 Weighted Average 3,683 39 36.53% Pervious Area 6,399 98 63.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 96 0.0300 0.20 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" Summary for Subcatchment W1B: Watershed 1B Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Link DP-1 : Public Drainage Network Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 790 98 Existing Impervious Surface, HSG A * 151 98 Sidewalk, HSG A 2,275 39 >75% Grass cover, Good, HSG A 3,216 56 Weighted Average 2,275 39 70.74% Pervious Area 941 98 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 20 0.0100 0.77 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 5.5 50 0.0200 0.15 Sheet Flow, SEG B Grass: Short n= 0.150 P2= 3.30" 5.9 70 Total, Increased to minimum Tc = 6.0 min Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 39HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment W2A: Watershed 2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Pond 3P : Topographic Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 14,905 98 Impervious Surfaces, HSG A 11,908 39 >75% Grass cover, Good, HSG A 72,185 30 Woods, Good, HSG A 98,998 41 Weighted Average 84,093 31 84.94% Pervious Area 14,905 98 15.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.9 100 0.0100 0.06 Sheet Flow, SEG A Woods: Light underbrush n= 0.400 P2= 3.30" 4.4 181 0.0190 0.69 Shallow Concentrated Flow, SEG B Woodland Kv= 5.0 fps 32.3 281 Total Summary for Subcatchment W2B: Watershed 2B Runoff = 0.03 cfs @ 12.32 hrs, Volume= 258 cf, Depth= 0.10" Routed to Pond 2P : Sediment Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description * 6,334 98 Existing Impervious Surfaces, HSG A 12,385 98 Paved parking, HSG A 10,832 39 >75% Grass cover, Good, HSG A * 1,000 98 Sidewalk, HSG A * 100 98 Concrete Pad, HSG A 30,651 77 Weighted Average 10,832 39 35.34% Pervious Area 19,819 98 64.66% Impervious Area Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 40HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 46 0.0100 0.91 Sheet Flow, SEG A Smooth surfaces n= 0.011 P2= 3.30" 1.7 30 0.1300 0.29 Sheet Flow, SEG A Grass: Short n= 0.150 P2= 3.30" 1.0 118 0.0100 2.03 Shallow Concentrated Flow, SEG B Paved Kv= 20.3 fps 3.5 194 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment W2C: Watershed 2C - Building Roof Runoff = 0.13 cfs @ 12.09 hrs, Volume= 420 cf, Depth= 0.99" Routed to Pond 4P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Type III 24-hr WQV Rainfall=1.20" Area (sf) CN Description 5,115 98 Roofs, HSG A 5,115 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ROOF Summary for Pond 1P: Crushed Stone Trench Inflow Area = 10,082 sf, 63.47% Impervious, Inflow Depth = 0.09" for WQV event Inflow = 0.01 cfs @ 12.38 hrs, Volume= 73 cf Outflow = 0.01 cfs @ 12.39 hrs, Volume= 73 cf, Atten= 0%, Lag= 0.6 min Discarded = 0.01 cfs @ 12.39 hrs, Volume= 73 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : Public Drainage Network Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 4 Peak Elev= 16.01' @ 12.39 hrs Surf.Area= 150 sf Storage= 0 cf Plug-Flow detention time= 0.6 min calculated for 73 cf (100% of inflow) Center-of-Mass det. time= 0.6 min ( 964.0 - 963.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 99 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 150 0 0 18.00 150 300 300 Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 41HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Surface area #2 Primary 17.95'45.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.03 cfs @ 12.39 hrs HW=16.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Sediment Forebay Inflow Area = 30,651 sf, 64.66% Impervious, Inflow Depth = 0.10" for WQV event Inflow = 0.03 cfs @ 12.32 hrs, Volume= 258 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 4P : Infiltration Basin Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 17.25' @ 24.40 hrs Surf.Area= 482 sf Storage= 258 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 16.50' 392 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.50 209 0 0 17.50 574 392 392 Device Routing Invert Outlet Devices #1 Primary 17.35'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : Existing Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 2 Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 42HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Peak Elev= 16.00' @ 0.00 hrs Surf.Area= 5,803 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 16.00' 9,085 cf Custom Stage Data (Conic) Listed below (Recalc) 9,085 cf x 1.20 = 10,902 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 16.00 4,836 0 0 4,836 17.00 6,438 5,618 5,618 6,460 17.50 7,442 3,467 9,085 7,475 Device Routing Invert Outlet Devices #1 Discarded 16.00'8.270 in/hr Exfiltration over Wetted area #2 Primary 17.49'370.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 1.11 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Infiltration Basin Inflow Area = 35,766 sf, 69.71% Impervious, Inflow Depth = 0.14" for WQV event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 420 cf Outflow = 0.11 cfs @ 12.12 hrs, Volume= 420 cf, Atten= 10%, Lag= 2.1 min Discarded = 0.11 cfs @ 12.12 hrs, Volume= 420 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Topographic Depression Routing by Stor-Ind method, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs / 5 Peak Elev= 14.52' @ 12.12 hrs Surf.Area= 779 sf Storage= 18 cf Plug-Flow detention time= 2.6 min calculated for 419 cf (100% of inflow) Center-of-Mass det. time= 2.6 min ( 784.6 - 782.0 ) Volume Invert Avail.Storage Storage Description #1 14.50' 4,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.50 770 0 0 15.50 1,171 971 971 16.50 1,628 1,400 2,370 17.50 2,142 1,885 4,255 Type III 24-hr WQV Rainfall=1.20"Beckers Package Store - Proposed - R3 Printed 1/22/2026Prepared by Joe Casali Engineering, Inc Page 43HydroCAD® 10.20-4c s/n 02468 © 2024 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 14.50'8.270 in/hr Exfiltration over Surface area #2 Primary 17.21'30.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.15 cfs @ 12.12 hrs HW=14.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=14.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP-1: Public Drainage Network Inflow Area = 13,298 sf, 55.20% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs Summary for Link DP-2: Existing Topographic Depression Inflow Area = 134,764 sf, 29.56% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-28.00 hrs, dt= 0.05 hrs