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Home My WebLink AboutDrainage Report and SW checklist 3.4.2026 Request for Amended Order of Conditions 1044 Route 28 Wireless Communication Facility Yarmouth, Massachusetts APPENDIX D STORMATER MANAGEMENT DRAINAGE SUMMARY Drainage Report Cape Cod Commission WR Goals & MA Stormwater Handbook Proposed Wireless Telecommunications Facility South Yarmouth (MA-5104) 1044 Route 28 South Yarmouth, MA 02664 December 29, 2022 Revised March 4, 2026 Submitted To: Cape Cod Commission 3225 Main Street Barnstable, MA 02630 Applicant: Blue Sky Towers III, LLC 352 Park Street Suite 106 North Reading, MA 01864 Prepared By: ProTerra Design Group, LLC 4 Bay Road, Building A Suite 200 Hadley, MA 01035 (413) 320-4918 www.proterra-design.com Drainage Letter ProTerra Design Group, LLC Ph:(413)320-4918 4 Bay Road, Building A, Suite 200 E: info@proterra-design.com Hadley, MA 01035 March 4, 2026 Cape Cod Commission 3225 Main Street Barnstable, MA 02630 RE: Wireless Communications Tower Stormwater Letter: Applicant: Blue Sky Towers III, LLC Site Name: South Yarmouth Site Number: MA-5104 Site Address: 1044 Route 28 South Yarmouth, MA 02664 Commission Members: Blue Sky Towers III, LLC (“Applicant”) proposes to construct an unmanned wireless communications tower (WCT) and compound located in the central portion of the property designated as Assessor’s Map 50, Lot 189.1 with a street address of 1044 Route 28 in South Yarmouth, Massachusetts. The Applicant sought a Special Permit from the Yarmouth Zoning Bylaw to construct a 110-foot WCT, and the Town of Yarmouth Board of Appeals issued a Denial on September 11, 2023. The Denial was appealed to the Massachusetts District Court by the Applicant. An Order of Remand was issued on January 5, 2026, and the Applicant and Town of Yarmouth agreed to a resolution by adjusting the height to a 93-foot monopole style WCT as well as slide the compound further into the existing wooded area. On February 12, 2026, the Board of Appeals granted the Applicant the Special Permit for the site layout as shown on the revised plans dated January 29, 2026. This letter is intended to provide and updated description of the proposed project’s stormwater management system as requested by the Cape Cod Commission (CCC) Staff Report Dated June 7, 2021 as well as provide a description of the site design amendments proposed by the Applicant in conjunction with agreements by the Town of Yarmouth. Background Information Existing Conditions & Site Information The partially developed 4.4± acre parcel is owned by the Roman Catholic Bishop of Fall River Parish and is occupied by a church building with associated paved driveway and parking areas. Route 28 borders the eastern frontage, Forest Road borders the northern frontage, and Long Pond Drive borders the western frontage. Residential and commercial properties abut the parcel to the South. Vehicular access to the property is provided by the existing paved driveways from each frontage street. ProTerra Design Group, LLC Ph:(413)320-4918 4 Bay Road, Building A, Suite 200 E: info@proterra-design.com Hadley, MA 01035 Local zoning lists the parcel within the Business District (B2), the Hotel/Motel Overlay District 1 (HMOD1), and the Village Center Overlay District (VC3). The tower compound itself will be within FEMA Zone X (Shaded) “Areas of 0.2% Annual Chance Flood” per Flood Insurance Rate Map 25001C0587J, effective date of July 16, 2014. However, the proposed gravel access driveway and stormwater features will be within FEMA Zone AE “Special Flood Hazard Areas (SFHAs) Subject to Inundation by the 1% Annual Chance Flood; Base Flood Elevations Determined (Land Subject to Coastal Storm Flowage, 11’ Above Mean Sea Level).” The site development proposes to adjust grades so the tower compound and equipment area remains above the 1% Annual Chance Flood. Stormwater BMPs will be designed to the 25-year storm event per Objective WR4 and not contribute to flooding impacts for 100-year storm events. On November 7, 2017, Lucas Environmental, LLC completed a site investigation through a portion of the property to identify and delineate regulated wetland resources within and immediately surrounding the proposed WCT. The investigation resulted in no local, state, or federally regulated wetland resource areas within 100 feet, or perennial streams within 200 feet of the proposed limits of work. The soils underlying the proposed development areas of the parcel, including the tower compound and driveway, are listed as “Carver Coarse Sand.” These soils are classified by the USDA Natural Resources Conservation Service (NRCS) as hydrologic soil group A. Existing soil conditions were confirmed during a geotechnical investigation by Tower Engineering Professional, Inc. An estimated high groundwater elevation was determined to be 4.8± AMSL. Bottom of infiltration basin is in excess of two feet above estimate high groundwater elevation. See attached boring logs and high groundwater calculations for further detail. See Site Plans for vicinity map and existing conditions. Development Discussions with Regulators Development plans were reviewed by CCC staff and a report was generated discussing the Water Resources Goal requirements for the project. The following three objectives were identified by of the CCC staff as pertinent to the tower project:  Objective WR1 – protect and preserve groundwater quality  Objective WR2 – protect, preserve, and restore freshwater resources  Objective WR4 – manage and treat stormwater to protect and preserve water quality It was determined that WR1 and WR2 could be achieved by provided a stormwater management system in a manner consistent with WR4 requirements. The stormwater system was designed to accommodate the 25-year 24-hour storm, remove at least 80% total suspended solids (TSS), and provide water quality treatment capacity for the first inch of stormwater runoff using exfiltration through the permeable soils under the infiltration basin. ProTerra Design Group, LLC Ph:(413)320-4918 4 Bay Road, Building A, Suite 200 E: info@proterra-design.com Hadley, MA 01035 Proposed Improvements Tower Compound & Access Improvements The Applicant intends to construct the proposed WCT within a 100’x100’ square (10,000 SF) lease area in the central portion of the undeveloped areas of the parcel. Access will follow the existing paved driveway from Route 28 to a proposed 12’ wide gravel driveway running from the existing pavement to the tower compound. All vehicular access will utilize the existing curb cut off of Route 28 and will consist of one or two vehicle visits per carrier per month for inspections. The facility itself will be constructed of a 55’x60’ (3,300 SF) fenced-in compound with a surface consisting of 4-inch depth clean stone over filter fabric. The stone voids create a reservoir of 440± cubic feet which is equal to 1.6± inches of rainfall. A monopole tower supporting antenna equipment will be placed on a reinforced concrete foundation below grade. Ground and tower space will be allotted for three carriers estimated to be about 933± SF of impervious area (28%± impervious coverage) at full build-out. Based on the full build-out impervious area, runoff generation at this WCT would be comparable to a TR-55 1/3-acre single family residential lot (Impervious = 30%, CN=57). Total area of earth disturbance to construct the gravel driveway and tower compound with drainage improvements is 12,200± SF. The small development is approximately 6.4% of the entire parcel area. Stormwater Management Improvements The stormwater treatment train includes pea gravel diaphragms, vegetated swales, a sediment forebay (pretreatment), and an infiltration basin. An appropriately designed broad-crested weir spillway maintains a low runoff head height to reduce the likelihood of erosive flow leaving the basin during major storm events. The treatment train has been designed to remove an average of 80% of the TSS from the compound stormwater runoff. The above grade storage within the infiltration basin below the outlet spillway is estimated to provide for a water quality volume using the 1-inch rule. Details of the facility are located within the site plans. Per the Massachusetts Department of Environmental Protection Stormwater Management Handbook, the Standard for a stormwater management system design to meet pre- and post- development peak discharge rates may be waived for discharges to land subject to coastal storm flowage. In addition, peak flows generated by the tributary drainage basin to the stormwater management system are less than one cubic foot per second (CFS) and may be considered de minimus in nature. Therefore, a full peak discharge analysis was not conducted at this time. Stormwater BMP Maintenance The pea gravel diaphragms shall be inspected monthly and cleaned as necessary during construction and/or after storm events of 1” or rainfall or greater. Thereafter, the pea gravel diaphragms shall be cleaned at least once per year or as needed during the Applicant’s regular ProTerra Design Group, LLC Ph:(413)320-4918 4 Bay Road, Building A, Suite 200 E: info@proterra-design.com Hadley, MA 01035 maintenance of the site. Cleanings shall include removal of large vegetation, trash, excess sediment accumulation, and inspection of the condition of stone. During the construction phases of the project, the vegetated swales shall be inspected monthly and cleaned as necessary and/or after storm events with 1” of rainfall or greater. Thereafter, these structures shall be inspected every six months during the first year and at least twice per year as needed during the owner’s regular maintenance of the grounds. Maintenance shall include regularly (2-3 times a year) mowing the grass (4-6” height), cleaning sediment buildup, and reseeding bare spots. Check for signs of rilling/gullying and repair with soil and vegetation as needed. The sediment forebay shall be inspected monthly and cleaned as necessary during construction and/or after storm events with 1” or rainfall or greater. Thereafter, this structure shall be inspected at least two times per year and cleaned as necessary or as needed during the owner’s regular maintenance of the grounds. A fixed vertical sediment marker shall be installed to measure the depth of accumulated sediment. Cleanings shall include mowing the perimeter berm, removal of large vegetation and trash, removal of excess sediment accumulation, and cleaning of outlet weir. Check for signs of rilling/gullying and repair with soil and vegetation as needed. During the construction phases of the project, the infiltration basin shall be inspected monthly and cleaned as necessary and/or after storm events with 1” of rainfall or greater (if necessary). Once the system goes online, inspections shall occur regularly for the first several months or as required to ensure proper stabilization, function, and to ensure that the inlets and outlets remain free of obstructions. Thereafter, this structure shall be inspected and cleaned as necessary at least twice per year. Cleanings shall include removal of accumulated sediment and inspection of the outlet structure. Important items to check for include differential settlement, cracking, erosion, breakout in the embankments, tree growth on the embankments, condition of rip-rap, sediment accumulation, health of turf, clogging of outlets, and root infestation. Water levels should be checked and recorded against rainfall amounts to verify that the drainage system is working properly. The broad crested weir / energy dissipater shall be inspected monthly and cleaned as necessary during construction and/or after storm events with 1” of rainfall or greater. Thereafter, this structure shall be cleaned at least once per year or as needed during the owner’s regular maintenance of the grounds. Cleanings shall include removal of vegetation, removal of excess sediment accumulation and inspection of the weir surface. Section 1 Figures & Stormwater Management Calculations WQV =WQD * Imperv(area) WQV = Water Quality Volume WQD = Water Quality Depth Imperv(area) =Proposed Tributary Impervious Area to Treatment Train WQD = 1.00 IN (per CCC Criteria) CCC Area = YES Imperv(area) =1,773 SF (INCLUDES EX. IMPERVIOUS AREAS) WQD = 1.00 IN WQV =147.8 CF 162 CF 162 >147.8 THEREFORE OK Min. Volume Required = 0.1 IN/AC of Imperv (per Mass Stormwater Handbook Volume 2) = 363 CF/AC of Imperv Volume Required at Site = 15 CF 28 CF 28 >15 THEREFORE OK Compound Infiltration Basin Volume provided in the basin below the lowest outlet = Forebay Pretreatment Volume Volume provided in the forebay below the weir = (See HydroCAD calculations) (See HydroCAD calculations) (Water Quality Volume) WQD Based on Status of Tributary Area Project Input ProTerra Design Group, LLC WQV 3/2/2026 EVALUATION OF INFILTRATION FEASIBILITY – (INFILTRATION BASIN) Table 1 – Infiltration Feasibility Criteria Status Tributary Area ( <15 acres) 31,024 SF (0.712 acres) 2’ min. depth to SHGW, bedrock, and/or impermeable layer from basin bottom Bottom of Basin = 7.00’ SHGW = 4.8’ (3.2’ below grade) Difference = 2.2’ Infiltration rate greater than or equal to 0.17 inches/hour Infiltration rate is estimated at 2.41 inches/hour (1982 Rawls Rate for loamy sand) Pretreatment Device Sediment forebay Distance from any slope greater than 15% – 50’ min. >50’ Distance from any soil absorption system – 50’ min. No known soil absorption systems within 50’ Distance from any private well – 100’ min. No known private wells within 100’ Distance from any public groundwater drinking supply well – Zone I radius No known Zone I’s Distance from any surface drinking water supply – Zone A No known Zone A’s Distance from any surface water of the commonwealth – 50’ min. >50’ Distance from any building foundations or slabs – 10’ min. downslope or 100’ min. upslope >10’ Determine the required surface area of basin bottom to meet the design constraints. )12/(sin kTD WQvaSurfaceAreBa Maryland Department of Natural Resources 1984 Where: WQv = Water Quality Volume = 162 cf (Volume below lowest outlet) k = Saturated Hydraulic Conductivity, in/hr = 2.41 in/hr T = Fill Time, hours, 2 hours d = Basin Depth, ft, = 0.70 feet to lowest outlet 𝑆𝑢𝑟𝑓𝑎𝑐𝑒 𝐴𝑟𝑒𝑎஻௔௦௜௡ = 162 (0.70 + 2.41 ∗ 2 12) Required Surface Area Basin Bottom = 147 sf Area Provided = 157 sf > 147 sf – OK INFILTRATION BASIN VOLUME AVAILABLE Based on calculations from the HydroCAD model, the storage volume for the infiltration basin allows 162 cf of stormwater to be infiltrated below the lowest outlet into the ground. Total Storage Volume Available for Recharge Infiltration Basin Storage = 162 cf > 148 cf WQV - OK DRAWDOWN TIME Below are the drawdown time calculations for the infiltration structure system proposed on the site. The calculations use K values of 2.41 inches per hour as shown on the Rawl’s table (Chapter 1 page 22) for Textural Class Loamy Sand in the HydroCAD model. ))((AreaBottomK VTimedrawdown Volume 3, Ch 1, pages 25 Where: V = Storage Volume * K = Saturated Hydraulic Conductivity, Rawls Rate Bottom Area = Bottom Area of Recharge Structure * The Storage Volume was assumed to be the storage available in the infiltration basin below the lowest outlet. 𝑇𝑖𝑚𝑒ௗ௥௔௪ௗ௢௪௡ = 162 ቀ2.41 12 ቁ (157) Time hrs drawdown = 5.1 hours Infiltration Basin Drain Down Time Calc 5 hrs Infiltration Basin Drain Down Time Calc @ 2.41 in/hr 5 hrs The calculations show that the infiltration basin storage will drawdown within the required 72 hours between storm events (assuming linear application of infiltration rate & no mounding occurs). Type III 24-hr 25-Year Rainfall=5.70"6<DUPRXWK0$B'UDLQDJH 3ULQWHG3UHSDUHGE\3UR7HUUD'HVLJQ*URXS//& +\GUR&$'VQ+\GUR&$'6RIWZDUH6ROXWLRQV//& 6WDJH$UHD6WRUDJHIRU3RQG3,1),/75$7,21%$6,1 (OHYDWLRQ IHHW 6XUIDFH VTIW 6WRUDJH FXELFIHHW (OHYDWLRQ IHHW 6XUIDFH VTIW 6WRUDJH FXELFIHHW SPILLWAY ELEVATION MA-5104 South Yarmouth_Broad Crested Weir Design.xlsx Emergency Overflow Design - Infiltration Basin Top of Berm Elevation = 9.00 Weir Elevation = 7.70 Qweir = 25-Year Developed Flow Rate =0.14 cfs Pond Bottom Elevation = 7.00 Q = (2/3) * CBROAD * L * SQRT(2*g) * H3/2 Adjust L to achieve Q Where: CBROAD =0.50 L= 5.0 ft g =32.2 ft/sec2 H = 1.3 ft Q= 19.8 OK MA-5104 South Yarmouth_Broad Crested Weir Design.xlsx Emergency Overflow Design - Infiltration Basin Top of Berm Elevation = 9.00 25-Year Flow Elevation Through Overflow = ? Weir Elevation = 7.70 Qweir = 25-Year Developed Flow Rate =0.14 cfs Pond Bottom Elevation = 7.00 Q = (2/3) * CBROAD * L * SQRT(2*g) * H3/2 Adjust L to achieve Q Where: CBROAD =0.50 L= 5.0 ft g =32.2 ft/sec2 H = 0.05 ft 25-Year Flow Elevation Through Overflow =7.75 OK Type III 24-hr 25-Year Rainfall=5.70"6<DUPRXWK0$B'UDLQDJH 3ULQWHG3UHSDUHGE\3UR7HUUD'HVLJQ*URXS//& +\GUR&$'VQ+\GUR&$'6RIWZDUH6ROXWLRQV//& 6WDJH$UHD6WRUDJHIRU3RQG3)25(%$< (OHYDWLRQ IHHW 6XUIDFH VTIW 6WRUDJH FXELFIHHW (OHYDWLRQ IHHW 6XUIDFH VTIW 6WRUDJH FXELFIHHW SPILLWAY ELEVATION=8.50 VOLUME=28 CF INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (B*C) Load (C-D) Sediment Forebay (Pretreatment)0.00 1.00 0.00 1.00 Infiltration Basin 0.80 1.00 0.80 0.20 0.20 0.00 0.20 0.20 0.00 0.20 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project: South Yarmouth (MA-5104) Prepared By:BLM *Equals remaining load from previous BMP (E) Date:3/23/2026 which enters the BMP Tower Compound Area (New Development)TSS Removal Calculation Worksheet BMP TREATMENT TRAIN Infiltration Basin* 80% Compound & Tributary Areas to Infiltration Basin (31,024 SF Total Drainage Area) (1,773 SF Impervious) *80% TSS removal will be provided when combined with sediment forebay as pretreatment. Sediment Forebay (Pretreatment) 0% Section 2 Soil Data 0 267790.555439SOUTH YARMOUTH SITE #: MA-5104 TOWER ENGINEERING PROFESSIONALS (919) 661-6351 RALEIGH, NC 27603 326 TRYON ROAD www.tepgroup.net C-1 BORING LAYOUT !"#$%& ' () )(*)+ ,*-) $& $& $& $ & $ & $ & $ & $ & $& $& $& ./01231 .!%%145126.-78!00 64/9"#10 0/661#,:;.1;<1#,: ,!;<8200 !"#$% "& =4/>1;--1="/ #42002"6%1-./# '( #!-1;/%=01-1 #1=-.710 64/9"#5!-14 /8 ;2-:-!-1 ,/42"60/;!-2/" .!%%14-:=1 -/-!0#1=-. &) )*!+ ,"9"2-5126.-=;8 =/;<1-=1"-8-1**=)2( -4) 4)*'"; -?' 1)*('@?* ? 2-12# 41%!4<!%=01"9%,149";/"82"1#-41"6-.=8-- . /- - 0 12334 #1;42=-2/"!"#;0!282;!-2/" #4200426-:=1 (&)#1=-.$811-& 101!-2/"$811-&9;64!=.2;!%=0164!=.2;!%=0101"6-.$2";.1&,0/5;/9"-$"&41;A74B#A#!-1-!4-1# 21 11 % 5 0 21 11 =C)) ?' *) '??? * ?() ' !"#$%& ,*-) $& $& $& $ & ./01231 .!%%145126.-78!00 64/9"#10 0/661#,:;.1;<1#,: ,!;<8200 !"#$% "&1 =4/>1;--1="/ #42002"6%1-./# '( #!-1;/%=01-1 #1=-.710 64/9"#5!-14 /8 ;2-:-!-1 ,/42"60/;!-2/" .!%%14-:=1 -/-!0#1=-. &) 1*!+ ,"9"2-5126.-=;8 =/;<1-=1"-8-1**=)2( -4) 4)*'"; -?' 1)*('@?* ? 2-12# 41%!4<!%=01"9%,149";/"82"1#-41"6-.=8-- . /- - 0-- 12334 #1;42=-2/"!"#;0!282;!-2/" #4200426-:=1 (&)#1=-.$811-& 101!-2/"$811-&9;64!=.2;!%=0164!=.2;!%=0101"6-.$2";.1&,0/5;/9"-$"&41;A74B#A#!-1-!4-1# 21 11 2*+( 21 11 +,*+*5281':$7(5/(9(/&20387$7,21 'DWH 6LWH/RFDWLRQ 3HUPLW 2ZQHU 3KRQH &RQWUDFWRU 3KRQH 1RWHV 67(3 'DWH PPGG\\IHHWEHORZOV 67(3 $$SSURSULDWHLQGH[ZHOO %:DWHUOHYHOUDQJH]RQH 67(3 PP\\ 67(3 67(3 127( 7DEOHV3RWHQWLDO:DWHU/HYHO5LVHDUHDWWDFKHGDVZRUNVKHHWVWRWKLVILOH 8VLQJ7DEOHRI3RWHQWLDO:DWHU/HYHO5LVHIRU LQGH[ZHOO67(3$FXUUHQWGHSWKWRZDWHU OHYHOIRULQGH[ZHOO67(3DQGZDWHUOHYHO ]RQH67(3%GHWHUPLQHZDWHUOHYHO DGMXVWPHQW (VWLPDWHGHSWKWRKLJKZDWHUE\VXEWUDFWLQJWKH ZDWHUOHYHODGMXVWPHQW67(3IURP PHDVXUHGGHSWKWRZDWHUOHYHODWVLWH67(3 8VLQJPRQWKO\&XUUHQW:DWHU5HVRXUFHV &RQGLWLRQVGHWHUPLQHFXUUHQWGHSWKWRZDWHU OHYHOIRULQGH[ZHOO 0HDVXUHGHSWKWRZDWHUWDEOH WRQHDUHVWIW GHSWKLVLQIHHWEHORZODQGVXUIDFH 8VLQJ:DWHU/HYHO5DQJH=RQHDQG,QGH[:HOO 0DSORFDWHVLWHDQGGHWHUPLQH PRQWKO\LQGH[ZHOOGDWDZZZFDSHFRGFRPPLVVLRQRUJZHOOVKWPO 1044 Route 28, Yarmouth, MA 02664 Blue Sky Towers III, LLC. Tower Engineering Professionals, Inc. 508.530.3580 919.661.6351 06/23/21 6.0 MIW-29 B 06/21 8.47 2.8 3.2 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service May 13, 2021 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 15 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 16 17 Custom Soil Resource Report Map—Hydrologic Soil Group 4612400461245046125004612550461260046126504612700461275046128004612850461240046124504612500461255046126004612650461270046127504612800399560 399610 399660 399710 399760 399810 399860 399560 399610 399660 399710 399760 399810 399860 41° 39' 39'' N 70° 12' 24'' W41° 39' 39'' N70° 12' 9'' W41° 39' 25'' N 70° 12' 24'' W41° 39' 25'' N 70° 12' 9'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,220 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 17, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 18 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 252A Carver coarse sand, 0 to 3 percent slopes A 16.2 100.0% Totals for Area of Interest 16.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Depth to Any Soil Restrictive Layer A "restrictive layer" is a nearly continuous layer that has one or more physical, chemical, or thermal properties that significantly impede the movement of water and air through the soil or that restrict roots or otherwise provide an unfavorable root environment. Examples are bedrock, cemented layers, dense layers, and frozen layers. This theme presents the depth to any type of restrictive layer that is described for each map unit. If more than one type of restrictive layer is described for an individual soil type, the depth to the shallowest one is presented. If no restrictive layer is described in a map unit, it is represented by the "greater than 200" depth class. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Custom Soil Resource Report 19 Section 3 DEP Checklist MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas (Only LSCSF - No performance standards in 310 CMR 10) Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Not located within Buffer zone or Riverfront Area. Located within LSCSF but no performance standards within 310 CMR 10 and located outside of V zone Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. (No wetland onsite) Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater BMP Inspection and Maintenance Log Project Name: South Yarmouth (MA-5104); 1044 Route 28; South Yarmouth, MA 02664 SWPPP Contact: Blue Sky Towers III, LLC Contact: ________________________ Phone: ________________________ Begin Date End Date Date BMP ID# BMP Description Inspected by: Cause for Inspection Exceptions Noted Comments and Actions Taken LONG TERM STRUCTURAL BEST MANAGEMENT PRACTICE INSPECTION & MAINTENANCE MATRIX AFTER CONSTRUCTION Note: BMP's shall be visually inspected and repaired by a qualified party in accordance with the following chart. Note these are minimum inspection criteria/frequencies and should be adjusted throughout the project lifespan as required to maintain effectiveness. Refer to maintenance standards for drainage facilities and structural best management practices in the "Recommended Long-Term Stormwater Pollution Prevention Plan."Conventional & LID Best Management PracticesRecommended Minimum Inspection & Maintenance FrequencyErosion/ScouringTree Growth HazardsDifferential Settlement/SeepageStructural Damage/ObstructionsTrash & DebrisRemoval of Accumulated SedimentSlope Integrity*Mow Vegetation/Poor Vegetation CoverageRemove/Reset Filter Fabric & Stone As RequiredCheck - Remove & Replace mulch/media/stoneRemove/Reset Riprap as RequiredForested Vegetated Filter Strip Annually        Infiltration Basin Semi-Annually          Sediment Forebay Quarterly         Pea Gravel Diaphragm Annually       Vegetated Swale Semi-Annual      