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HomeMy WebLinkAbout20260825 NOI Town of Barnstable Long Pond Area Sewer Expansion Project 3 ectinc.com Attachment H: Stormwater Report (TEC, Inc.) MEMORANDUM T:\T1787\Docs\Various\Stormwater Report\T1781_Long Pond Sewer_Stormwater Memo.docx Introduction The Town of Barnstable (the “Applicant”) is proposing a sewer expansion project in the Long Pond neighborhood that includes approximately 9.7 miles of new gravity and force main sewer improvements. The project consists of new sewer infrastructure, including two new pump stations, to be located at 421 Pine Street and on Church Hill Road (Assessor address: 272 South Main Street). Development of the two pump station sites will result in modifications to existing site conditions, including new buildings and/or equipment, paved access areas, utilities, grading, and other associated improvements. These improvements will create or modify impervious surfaces and alter existing stormwater runoff patterns. Accordingly, stormwater management measures have been incorporated into the site designs to appropriately manage runoff generated by the proposed development. The project also proposes improvements to the Town municipal drainage infrastructure in the form of new drywell infiltration systems. Four (4) locations have been strategically located in areas of known flooding concerns. The infiltration systems will be sized to collect, treat, and infiltrate runoff from municipal roadways. Existing Conditions The Church Hill Road pump station site is located just west of the intersection of Church Hill Road and South Main Street. The Town of Barnstable will acquire an easement on the property to serve as the pump station site. The site owner is currently listed as the Roman Catholic Bishop of Fall River. The area currently consists of an entirely pervious lawn area that is gently sloping from north to south, down toward Church Hill Road. The pump station site area contains approximately 5,030 square feet of pervious lawn area. Stormwater runoff is not collected on the site currently; it runs off into Church Hill Road and is collected in a catch basin approximately 90 feet south of the pump station site. The site is comprised predominantly of Carver soils, which are a Hydrologic Soil Group A and derived from sandy glaciofluvial deposits. TO: Edwin Hoopes Conservation Administrator 367 Main Street Hyannis MA 02601 DATE: August 11, 2026 FROM: Peter F. Ellison, PE PROJECT NO.: T1787 RE: Long Pond Sewer, Barnstable, MA Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 The 421 Pine Street parcel is currently a vacant lot owned by the Town of Barnstable. It is located just west of the Saint Francis Xavier cemetery. A single-family residence (429 Pine Street) is located west of the property. The lot is currently undeveloped woods area, and a small portion of the property is residential lawn area. The parcel contains approximately 7,405 square feet of pervious area. Stormwater runoff sheet‑flows toward the southwest corner of the site. The Site topography slopes generally southwest at an average grade of approximately 4.0 percent, descending from approximately elevation 33 to elevation 29. The site is comprised predominantly of Carver soils, which are a Hydrologic Soil Group A and derived from sandy glaciofluvial deposits. According to the FEMA Flood Insurance Rate Maps (FIRM), Map Number 25001C0563J, dated July 14, 2014, the Sites are located entirely outside the 100‑year floodplain. Proposed Conditions The Church Hill Road pump station site is proposed to include a new paved driveway for access and maintenance of the facility, new sewer infrastructure including a wet well, precast concrete valve vault, electrical control cabinet, and backup generator. The project will result in an increase in impervious area and therefore will require the construction of new catch basins to collect stormwater runoff and a new subsurface infiltration system to treat and infiltrate the runoff. The pump station site driveway will be accessed via Church Hill Road and is approximately 12’ wide and 30’ long. The 421 Pine Street pump station site is proposed to include a new paved driveway for access and maintenance of the facility, new sewer infrastructure including a wet well, pump station building, and backup generator. The project will result in an increase in impervious area and therefore will require the construction of new stormwater infrastructure. A sediment forebay and rain garden is proposed at the southern end of the proposed driveway to collect, treat, and infiltrate stormwater runoff from the facility. Methodology The Stormwater Management Plan, which will be implemented as part of this project, will provide adequate collection, management, and treatment of the stormwater runoff. The proposed stormwater management system will comply with the standards set forth in the Massachusetts Stormwater Handbook. Existing and proposed hydrologic conditions were analyzed using HydroCAD, an SCS TR-20 based program, to calculate existing and proposed peak discharge rates. This method takes into account existing and proposed pervious and impervious areas including soil types and hydrologic classifications. Peak rainfall data was collected for the Site from NOAA Atlas 14 data. The 2-, 10-, 25-, and 100-year, 24-hour storm frequencies were used in the analysis in accordance with the Massachusetts Department of Environmental Protection (MassDEP). The Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 “Regulatory Compliance” portion of this report addresses the ten MassDEP Stormwater Standards listed in the Massachusetts Stormwater Handbook. Pre-Development Runoff Church Hill Road In the Site’s current condition, there is one subcatchment area. The Pre-Development Drainage Areas are depicted in Figure CHR-1 of this report. This figure presents the delineation of the existing catchment area and design point. Existing Subcatchment Area 1 (EX‑1) encompasses the pump station site and consists of approximately 5,274 square feet of pervious lawn area. Stormwater runoff from EX‑1 flows overland into Church Hill Road and is caught in the Town of Barnstable’s drainage system at Design Point #1 (DP‑1). 421 Pine Street In the Site’s current condition, there are two subcatchment areas. The Pre-Development Drainage Areas are depicted in Figure PS-1 of this report. This figure presents the delineation of the existing catchment areas and design points. Existing Subcatchment Area 2 (EX‑2) encompasses the pump station site and consists of approximately 7,535 square feet of pervious wooded area. Stormwater runoff from EX‑2 flows overland to the southwest corner of the site at Design Point #2 (DP‑2). Existing Subcatchment Area 3 (EX‑3) encompasses a portion of the public right of way along Pine Street and consists of approximately 348 square feet of pervious lawn area and 348 square feet of impervious sidewalk. Stormwater runoff from EX‑3 flows overland to the municipal drainage system within Pine Street at Design Point #3 (DP‑3). Post-Development Runoff The proposed stormwater management system has been designed to maintain existing stormwater conditions to the maximum extent practicable and to mitigate potential impacts where feasible. The proposed conditions include the construction of new treatment and infiltration BMPs to meet all applicable Massachusetts Stormwater Management Standards. Church Hill Road In the Site’s proposed condition, there is one subcatchment area. The Post-Development Drainage Area is depicted in Figure CHR-2 of this report which presents the delineation of the proposed catchment area and design point. Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 Proposed Subcatchment Area 1 (PR‑1) encompasses the pump station site and consists of approximately 4,347 square feet of pervious lawn area, as well as 927 square feet of impervious area including paved driveway and sewer pump station infrastructure. Stormwater runoff from PR‑1 is captured by deep‑sump, hooded catch basins and area drains and directed to a subsurface infiltration basin (P-1) for treatment and infiltration. Overflow from P-1 is directed back into Church Hill Road where it will enter the Town’s municipal drainage system at Design Point #1 (DP‑1). 421 Pine Street In the Site’s proposed condition, there are three subcatchment areas. The Post-Development Drainage Areas are depicted in Figure PS-2 of this report which presents the delineation of the proposed catchment areas and design points. Proposed Subcatchment Area 2.1 (PR‑2.1) encompasses the pump station site and rain garden and consists of approximately 3,714 square feet of pervious lawn area, as well as 1,302 square feet of impervious area including paved driveway and sewer pump station infrastructure. Stormwater runoff from PR‑2.1 flows into a sediment forebay for pretreatment and then into an infiltrating rain garden (P-2) for final treatment and infiltration. P-2 is designed to fully infiltrate the 100-year storm event. In the event of a storm greater than a 100-year event, P-2 would overflow to the southwest corner of the site to Design Point #2 (DP-2). Proposed Subcatchment Area 2.2 (PR‑2.2) encompasses a portion of the pump station site and consists of approximately 2,694 square feet of pervious lawn area. Stormwater runoff from PR‑2.2 flows overland to the southwest corner of the site to Design Point #2 (DP-2). Proposed Subcatchment Area 3.1 (PR‑3.1) encompasses a portion of the pump station site and consists of approximately 133 square feet of pervious lawn area and 388 square feet of impervious sidewalk and driveway area. Stormwater runoff from PR‑3.1 flows overland to the municipal drainage system in Pine Street to Design Point #3 (DP-3). Regulatory Compliance The project has been designed with a stormwater management system that will improve upon existing conditions and fully meet the Massachusetts Stormwater Management Standards. Standard 1: No New Untreated Discharges No new untreated discharges are proposed. All runoff from new impervious areas will be caught, treated, and infiltrated prior to discharge off-site. The Church Hill Road site will send stormwater runoff to a deep sump hooded catch basin and then to a subsurface infiltration basin for treatment prior to discharge. The Pine Street site will send stormwater runoff to a sediment forebay and then to a rain garden for treatment prior to discharge. Standard 2: Peak Rate Attenuation Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 The proposed project meets Standard 2. The post-development peak flow is mitigated through the use of a subsurface infiltration system and a rain garden. Peak discharges were calculated using HydroCAD, a TR-20 program. Please see Appendix A for the complete hydrologic calculations. Table 1 (Peak Flow Summary) 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm Design Point Exist (cfs) Prop (cfs) Exist (cfs) Prop (cfs) Exist (cfs) Prop (cfs) Exist (cfs) Prop (cfs) DP-1 0.00 0.00 0.00 0.00 0.02 0.00 0.07 0.04 DP-2 0.00 0.00 0.01 0.00 0.03 0.01 0.09 0.03 DP-3 0.01 0.02 0.03 0.04 0.05 0.05 0.07 0.07 A slight increase in stormwater runoff occurs in the 2- and 10-year storm event at Design Point 3. This is stormwater runoff associated with a public sidewalk within the Pine Street right-of- way and is therefore only required to meet the Stormwater Standards to the maximum extent practicable. The increase is minor in nature and is considered a “de minimus discharge”. All other design points result in a decrease in stormwater peak runoff rates and therefore meets Standard 2. Standard 3: Recharge Currently, there are no infiltration best management practices (BMPs) present on the Sites. The project proposes a subsurface infiltration system at the Church Hill Road site and a rain garden at the Pine Street site. Church Hill Road Required Recharge Volume = Total Proposed Impervious Area * 0.60 Inches (A Soils) Total Proposed Impervious Area = 927 SF Required Recharge Volume = 927 Square Feet * 0.60 Inches (1 ft / 12inches) Required Recharge Volume = 47 Cubic Feet Provided Recharge Volume = 290 Cubic Feet (Proposed Subsurface Infiltration Basin P-1) 421 Pine Street Required Recharge Volume = Total Proposed Impervious Area * 0.60 Inches (A Soils) Total Proposed Impervious Area = 1,690 SF Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 Required Recharge Volume = 1,690 Square Feet * 0.60 Inches (1 ft / 12inches) Required Recharge Volume = 85 Cubic Feet Provided Recharge Volume = 435 Cubic Feet (Proposed Rain Garden P-2) The project meets Standard 3 and far exceeds the requirement for groundwater recharge. Standard 4: Water Quality The project has been designed to provide a minimum of 80% TSS removal for all new impervious areas. The new impervious areas are directed to a subsurface infiltration basin (Church Hill Road) or a rain garden (Pine Street). Church Hill Road Subcatchment PR-1 – 80% TSS removal (subsurface infiltration basin) Pine Street Subcatchment PR-2.1 – 90% TSS removal (rain garden) The project meets Standard 4 and at a minimum provides 80% TSS removal for the two pump station sites. Standard 5: Land Uses with Higher Potential Pollutant Loads The proposed project is not considered a land use with a higher potential pollutant load. Standard 6: Critical Areas The project Site is not located within a critical area. Standard 7: Redevelopment Projects This project is not considered a redevelopment project and Standard 7 is not applicable. Standard 8: Construction Period Pollution Prevention (CPPP) and Erosion and Sedimentation Control Erosion and sedimentation controls will be in place during construction. These will include silt fences and compost filter tubes in areas where runoff can carry excess sediment offsite and/or into surrounding resource areas and silt sacks in all existing catch basins. The erosion and sedimentation controls are shown on the site plans attached to this report. Standard 9: Operation and Maintenance Plan The Long-Term Operation and Maintenance Plan can be found in Appendix D of this report. Standard 10: Illicit Discharge No illicit discharges are expected, nor will they be permitted as part of this project. An Illicit Discharge Compliance Statement can be found in Appendix E. Conclusion Long Pond Sewer Expansion – Stormwater Report August 11, 2026 Page 2 of 2 The project will improve stormwater conveyance and treatment and will decrease the rate of stormwater runoff leaving the site. Stormwater BMPs have been proposed at both pump station sites to provide collection, treatment, and infiltration of stormwater runoff. CHUR C H HI L L R O A D 252C EX-1 12 14 16 18 20 161820141222 GGGGGGGGGGGGGGGGGGGGWWWWWWWWWDP-1 CHUR C H HI L L R O A D SOUTH MAIN STREETFigure CHR-1 20 Church Hill Road Barnstable, Massachusetts Scale: 1" = 10' August 11, 2026 TEC, Inc. 282 Merrimack Street, 2nd Floor Lawrence, MA 01843 Pre-Development DP-# LEGEND SUBCATCHMENT AREA DESIGN POINT DRAINAGE AREA BOUNDARY BASINP-# PR-# TC PATH 252C NRCS SOIL TYPES NRCS SOIL BOUNDARY EXISTING LOT COVERAGE TABLE EX-1 TOTAL IMPERVIOUS 0 0 PERVIOUS 5274 5274 TOTAL 5274 5274 WWWWGAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGAS GAS GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W WWWWWWWWWWWWWWWWWWWWWWWX X X X EX-3 DP-2 DP-3 252B EX-2 PINE STREET HOLLY LANE Figure PS-1 421 Pine Street Barnstable, Massachusetts Scale: 1" = 10' August 11, 2026 TEC, Inc. 282 Merrimack Street, 2nd Floor Lawrence, MA 01843 Pre-Development DP-# LEGEND SUBCATCHMENT AREA DESIGN POINT DRAINAGE AREA BOUNDARY BASINP-# PR-# TC PATH 252B NRCS SOIL TYPES NRCS SOIL BOUNDARY EXISTING LOT COVERAGE TABLE EX-2 EX-3 TOTAL IMPERVIOUS 0 348 348 PERVIOUS 7535 348 7535 TOTAL 7535 696 8231 EX-1 20 Church Hill Road EX-2 421 Pine Street EX-3 Pine Street Right-of-Way DP-1 Church Hill Road DP-2 429 Pine Street DP-3 Pine Street Routing Diagram for T1787_PRE Prepared by TEC, Inc, Printed 8/11/2026 HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link TEC, Inc. T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 2HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR Type III 24-hr Default 24.00 1 3.40 2 2 10-YR Type III 24-hr Default 24.00 1 4.95 2 3 25-YR Type III 24-hr Default 24.00 1 5.92 2 4 100-YR Type III 24-hr Default 24.00 1 7.42 2 TEC, Inc. T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 3HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 13,157 39 >75% Grass cover, Good, HSG A (EX-1, EX-2, EX-3) 348 98 Sidewalk (EX-3) 13,505 41 TOTAL AREA TEC, Inc. T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 4HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 13,157 HSG A EX-1, EX-2, EX-3 0 HSG B 0 HSG C 0 HSG D 348 Other EX-3 13,505 TOTAL AREA TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 5HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment EX-1: 20 Church Hill Road Tc=6.0 min CN=39 Runoff=0.00 cfs 2 cf Runoff Area=7,535 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment EX-2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.00 cfs 3 cf Runoff Area=696 sf 50.00% Impervious Runoff Depth=0.89"Subcatchment EX-3: Pine Street Right-of-Way Tc=6.0 min CN=69 Runoff=0.01 cfs 52 cf Inflow=0.00 cfs 2 cfLink DP-1: Church Hill Road Primary=0.00 cfs 2 cf Inflow=0.00 cfs 3 cfLink DP-2: 429 Pine Street Primary=0.00 cfs 3 cf Inflow=0.01 cfs 52 cfLink DP-3: Pine Street Primary=0.01 cfs 52 cf Total Runoff Area = 13,505 sf Runoff Volume = 57 cf Average Runoff Depth = 0.05" 97.42% Pervious = 13,157 sf 2.58% Impervious = 348 sf TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 6HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: 20 Church Hill Road Runoff = 0.00 cfs @ 23.43 hrs, Volume= 2 cf, Depth= 0.00" Routed to Link DP-1 : Church Hill Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 5,274 39 >75% Grass cover, Good, HSG A 5,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-1: 20 Church Hill Road Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=5,274 sf Runoff Volume=2 cf Runoff Depth=0.00" Tc=6.0 min CN=39 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 7HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-2: 421 Pine Street Runoff = 0.00 cfs @ 23.43 hrs, Volume= 3 cf, Depth= 0.00" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 7,535 39 >75% Grass cover, Good, HSG A 7,535 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=7,535 sf Runoff Volume=3 cf Runoff Depth=0.00" Tc=6.0 min CN=39 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 8HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-3: Pine Street Right-of-Way Runoff = 0.01 cfs @ 12.11 hrs, Volume= 52 cf, Depth= 0.89" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 348 39 >75% Grass cover, Good, HSG A * 348 98 Sidewalk 696 69 Weighted Average 348 50.00% Pervious Area 348 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-3: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=696 sf Runoff Volume=52 cf Runoff Depth=0.89" Tc=6.0 min CN=69 0.01 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 9HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-YR event Inflow = 0.00 cfs @ 23.43 hrs, Volume= 2 cf Primary = 0.00 cfs @ 23.43 hrs, Volume= 2 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=5,274 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 10HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,535 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-YR event Inflow = 0.00 cfs @ 23.43 hrs, Volume= 3 cf Primary = 0.00 cfs @ 23.43 hrs, Volume= 3 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=7,535 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 11HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 696 sf, 50.00% Impervious, Inflow Depth = 0.89" for 2-YR event Inflow = 0.01 cfs @ 12.11 hrs, Volume= 52 cf Primary = 0.01 cfs @ 12.11 hrs, Volume= 52 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=696 sf 0.01 cfs 0.01 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 12HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 0.00% Impervious Runoff Depth=0.19"Subcatchment EX-1: 20 Church Hill Road Tc=6.0 min CN=39 Runoff=0.00 cfs 84 cf Runoff Area=7,535 sf 0.00% Impervious Runoff Depth=0.19"Subcatchment EX-2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.01 cfs 119 cf Runoff Area=696 sf 50.00% Impervious Runoff Depth=1.92"Subcatchment EX-3: Pine Street Right-of-Way Tc=6.0 min CN=69 Runoff=0.03 cfs 111 cf Inflow=0.00 cfs 84 cfLink DP-1: Church Hill Road Primary=0.00 cfs 84 cf Inflow=0.01 cfs 119 cfLink DP-2: 429 Pine Street Primary=0.01 cfs 119 cf Inflow=0.03 cfs 111 cfLink DP-3: Pine Street Primary=0.03 cfs 111 cf Total Runoff Area = 13,505 sf Runoff Volume = 314 cf Average Runoff Depth = 0.28" 97.42% Pervious = 13,157 sf 2.58% Impervious = 348 sf TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 13HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: 20 Church Hill Road Runoff = 0.00 cfs @ 12.51 hrs, Volume= 84 cf, Depth= 0.19" Routed to Link DP-1 : Church Hill Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 5,274 39 >75% Grass cover, Good, HSG A 5,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-1: 20 Church Hill Road Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=5,274 sf Runoff Volume=84 cf Runoff Depth=0.19" Tc=6.0 min CN=39 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 14HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-2: 421 Pine Street Runoff = 0.01 cfs @ 12.51 hrs, Volume= 119 cf, Depth= 0.19" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 7,535 39 >75% Grass cover, Good, HSG A 7,535 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=7,535 sf Runoff Volume=119 cf Runoff Depth=0.19" Tc=6.0 min CN=39 0.01 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 15HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-3: Pine Street Right-of-Way Runoff = 0.03 cfs @ 12.11 hrs, Volume= 111 cf, Depth= 1.92" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 348 39 >75% Grass cover, Good, HSG A * 348 98 Sidewalk 696 69 Weighted Average 348 50.00% Pervious Area 348 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-3: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=696 sf Runoff Volume=111 cf Runoff Depth=1.92" Tc=6.0 min CN=69 0.03 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 16HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 0.00% Impervious, Inflow Depth = 0.19" for 10-YR event Inflow = 0.00 cfs @ 12.51 hrs, Volume= 84 cf Primary = 0.00 cfs @ 12.51 hrs, Volume= 84 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=5,274 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 17HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,535 sf, 0.00% Impervious, Inflow Depth = 0.19" for 10-YR event Inflow = 0.01 cfs @ 12.51 hrs, Volume= 119 cf Primary = 0.01 cfs @ 12.51 hrs, Volume= 119 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=7,535 sf 0.01 cfs 0.01 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 18HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 696 sf, 50.00% Impervious, Inflow Depth = 1.92" for 10-YR event Inflow = 0.03 cfs @ 12.11 hrs, Volume= 111 cf Primary = 0.03 cfs @ 12.11 hrs, Volume= 111 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=696 sf 0.03 cfs 0.03 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 19HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment EX-1: 20 Church Hill Road Tc=6.0 min CN=39 Runoff=0.02 cfs 186 cf Runoff Area=7,535 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment EX-2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.03 cfs 266 cf Runoff Area=696 sf 50.00% Impervious Runoff Depth=2.65"Subcatchment EX-3: Pine Street Right-of-Way Tc=6.0 min CN=69 Runoff=0.05 cfs 154 cf Inflow=0.02 cfs 186 cfLink DP-1: Church Hill Road Primary=0.02 cfs 186 cf Inflow=0.03 cfs 266 cfLink DP-2: 429 Pine Street Primary=0.03 cfs 266 cf Inflow=0.05 cfs 154 cfLink DP-3: Pine Street Primary=0.05 cfs 154 cf Total Runoff Area = 13,505 sf Runoff Volume = 605 cf Average Runoff Depth = 0.54" 97.42% Pervious = 13,157 sf 2.58% Impervious = 348 sf TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 20HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: 20 Church Hill Road Runoff = 0.02 cfs @ 12.35 hrs, Volume= 186 cf, Depth= 0.42" Routed to Link DP-1 : Church Hill Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 5,274 39 >75% Grass cover, Good, HSG A 5,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-1: 20 Church Hill Road Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=5,274 sf Runoff Volume=186 cf Runoff Depth=0.42" Tc=6.0 min CN=39 0.02 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 21HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-2: 421 Pine Street Runoff = 0.03 cfs @ 12.35 hrs, Volume= 266 cf, Depth= 0.42" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 7,535 39 >75% Grass cover, Good, HSG A 7,535 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=7,535 sf Runoff Volume=266 cf Runoff Depth=0.42" Tc=6.0 min CN=39 0.03 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 22HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-3: Pine Street Right-of-Way Runoff = 0.05 cfs @ 12.10 hrs, Volume= 154 cf, Depth= 2.65" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 348 39 >75% Grass cover, Good, HSG A * 348 98 Sidewalk 696 69 Weighted Average 348 50.00% Pervious Area 348 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-3: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=696 sf Runoff Volume=154 cf Runoff Depth=2.65" Tc=6.0 min CN=69 0.05 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 23HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 0.00% Impervious, Inflow Depth = 0.42" for 25-YR event Inflow = 0.02 cfs @ 12.35 hrs, Volume= 186 cf Primary = 0.02 cfs @ 12.35 hrs, Volume= 186 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=5,274 sf 0.02 cfs 0.02 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 24HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,535 sf, 0.00% Impervious, Inflow Depth = 0.42" for 25-YR event Inflow = 0.03 cfs @ 12.35 hrs, Volume= 266 cf Primary = 0.03 cfs @ 12.35 hrs, Volume= 266 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=7,535 sf 0.03 cfs 0.03 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 25HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 696 sf, 50.00% Impervious, Inflow Depth = 2.65" for 25-YR event Inflow = 0.05 cfs @ 12.10 hrs, Volume= 154 cf Primary = 0.05 cfs @ 12.10 hrs, Volume= 154 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=696 sf 0.05 cfs 0.05 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 26HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 0.00% Impervious Runoff Depth=0.92"Subcatchment EX-1: 20 Church Hill Road Tc=6.0 min CN=39 Runoff=0.07 cfs 406 cf Runoff Area=7,535 sf 0.00% Impervious Runoff Depth=0.92"Subcatchment EX-2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.09 cfs 580 cf Runoff Area=696 sf 50.00% Impervious Runoff Depth=3.86"Subcatchment EX-3: Pine Street Right-of-Way Tc=6.0 min CN=69 Runoff=0.07 cfs 224 cf Inflow=0.07 cfs 406 cfLink DP-1: Church Hill Road Primary=0.07 cfs 406 cf Inflow=0.09 cfs 580 cfLink DP-2: 429 Pine Street Primary=0.09 cfs 580 cf Inflow=0.07 cfs 224 cfLink DP-3: Pine Street Primary=0.07 cfs 224 cf Total Runoff Area = 13,505 sf Runoff Volume = 1,210 cf Average Runoff Depth = 1.08" 97.42% Pervious = 13,157 sf 2.58% Impervious = 348 sf TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 27HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: 20 Church Hill Road Runoff = 0.07 cfs @ 12.17 hrs, Volume= 406 cf, Depth= 0.92" Routed to Link DP-1 : Church Hill Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 5,274 39 >75% Grass cover, Good, HSG A 5,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-1: 20 Church Hill Road Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=5,274 sf Runoff Volume=406 cf Runoff Depth=0.92" Tc=6.0 min CN=39 0.07 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 28HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-2: 421 Pine Street Runoff = 0.09 cfs @ 12.17 hrs, Volume= 580 cf, Depth= 0.92" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 7,535 39 >75% Grass cover, Good, HSG A 7,535 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=7,535 sf Runoff Volume=580 cf Runoff Depth=0.92" Tc=6.0 min CN=39 0.09 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 29HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX-3: Pine Street Right-of-Way Runoff = 0.07 cfs @ 12.10 hrs, Volume= 224 cf, Depth= 3.86" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 348 39 >75% Grass cover, Good, HSG A * 348 98 Sidewalk 696 69 Weighted Average 348 50.00% Pervious Area 348 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX-3: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=696 sf Runoff Volume=224 cf Runoff Depth=3.86" Tc=6.0 min CN=69 0.07 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 30HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 0.00% Impervious, Inflow Depth = 0.92" for 100-YR event Inflow = 0.07 cfs @ 12.17 hrs, Volume= 406 cf Primary = 0.07 cfs @ 12.17 hrs, Volume= 406 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,274 sf 0.07 cfs 0.07 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 31HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,535 sf, 0.00% Impervious, Inflow Depth = 0.92" for 100-YR event Inflow = 0.09 cfs @ 12.17 hrs, Volume= 580 cf Primary = 0.09 cfs @ 12.17 hrs, Volume= 580 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=7,535 sf 0.09 cfs 0.09 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_PRE Printed 8/11/2026Prepared by TEC, Inc Page 32HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 696 sf, 50.00% Impervious, Inflow Depth = 3.86" for 100-YR event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 224 cf Primary = 0.07 cfs @ 12.10 hrs, Volume= 224 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=696 sf 0.07 cfs 0.07 cfs CHUR C H HI L L R O A D 12 14 16 18 20 16182014122212 14 16 12 14 16 18 20 161820141222 GGGGGGGGGGGGGGGGGGGGWWWWWWWWWDP-1 CHUR C H HI L L R O A D SOUTH MAIN STREET1214 16 12 14 16 18 20 161820141222 14 PR-1 P-1 252C Figure CHR-2 20 Church Hill Road Barnstable, Massachusetts Scale: 1" = 10' August 11, 2026 TEC, Inc. 282 Merrimack Street, 2nd Floor Lawrence, MA 01843 Post-Development DP-# LEGEND SUBCATCHMENT AREA DESIGN POINT DRAINAGE AREA BOUNDARY BASINP-# PR-# TC PATH 252C NRCS SOIL TYPES NRCS SOIL BOUNDARY PROPOSED LOT COVERAGE TABLE PR-1 TOTAL IMPERVIOUS 927 927 PERVIOUS 4347 4347 TOTAL 5274 5274 WWWWGAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGAS GAS GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W WWWWWWWWWWWWWWWWWWWWWWWX X X X HOLLY LANE 200' OUTER RIPARIAN PINE STREET DP-2 DP-3 252B PR-2.1 PR-2.2 P-2 Figure PS-2 421 Pine Street Barnstable, Massachusetts Scale: 1" = 10' August 11, 2026 TEC, Inc. 282 Merrimack Street, 2nd Floor Lawrence, MA 01843 Post-Development DP-# LEGEND SUBCATCHMENT AREA DESIGN POINT DRAINAGE AREA BOUNDARY BASINP-# PR-# TC PATH 252B NRCS SOIL TYPES NRCS SOIL BOUNDARY PROPOSED LOT COVERAGE TABLE PR-2.1 PR-2.2 PR-3.1 TOTAL IMPERVIOUS 1302 0 388 1302 PERVIOUS 3714 2694 133 6541 TOTAL 5016 2694 521 8231 PR-1 Church Hill Road Pump Station PR-2.1 Pine Street Pump Station PR-2.2 421 Pine Street PR-3.1 Pine Street Right-of-Way 5P Rain Garden P-1 LOW PROFILE DRY WELL DP-1 Church Hill Road DP-2 429 Pine Street DP-3 Pine Street Routing Diagram for T1787_POST Prepared by TEC, Inc, Printed 8/11/2026 HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link TEC, Inc. T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 2HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR Type III 24-hr Default 24.00 1 3.40 2 2 10-YR Type III 24-hr Default 24.00 1 4.95 2 3 25-YR Type III 24-hr Default 24.00 1 5.92 2 4 100-YR Type III 24-hr Default 24.00 1 7.42 2 TEC, Inc. T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 3HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 10,888 39 >75% Grass cover, Good, HSG A (PR-1, PR-2.1, PR-2.2, PR-3.1) 1,690 98 Paved Driveway, HSG A (PR-2.1, PR-3.1) 927 98 Paved parking, HSG A (PR-1) 13,505 50 TOTAL AREA TEC, Inc. T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 4HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 13,505 HSG A PR-1, PR-2.1, PR-2.2, PR-3.1 0 HSG B 0 HSG C 0 HSG D 0 Other 13,505 TOTAL AREA TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 5HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 17.58% Impervious Runoff Depth=0.15"Subcatchment PR-1: Church Hill Road Tc=6.0 min CN=49 Runoff=0.00 cfs 65 cf Runoff Area=5,016 sf 25.96% Impervious Runoff Depth=0.28"Subcatchment PR-2.1: Pine Street Pump Tc=6.0 min CN=54 Runoff=0.01 cfs 118 cf Runoff Area=2,694 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment PR-2.2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.00 cfs 1 cf Runoff Area=521 sf 74.47% Impervious Runoff Depth=1.77"Subcatchment PR-3.1: Pine Street Tc=6.0 min CN=83 Runoff=0.02 cfs 77 cf Peak Elev=30.30' Storage=0 cf Inflow=0.01 cfs 118 cfPond 5P: Rain Garden Discarded=0.01 cfs 118 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 118 cf Peak Elev=9.00' Storage=0 cf Inflow=0.00 cfs 65 cfPond P-1: LOW PROFILE DRY WELL Discarded=0.00 cfs 65 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 65 cf Inflow=0.00 cfs 0 cfLink DP-1: Church Hill Road Primary=0.00 cfs 0 cf Inflow=0.00 cfs 1 cfLink DP-2: 429 Pine Street Primary=0.00 cfs 1 cf Inflow=0.02 cfs 77 cfLink DP-3: Pine Street Primary=0.02 cfs 77 cf Total Runoff Area = 13,505 sf Runoff Volume = 261 cf Average Runoff Depth = 0.23" 80.62% Pervious = 10,888 sf 19.38% Impervious = 2,617 sf TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 6HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Church Hill Road Pump Station Runoff = 0.00 cfs @ 12.47 hrs, Volume= 65 cf, Depth= 0.15" Routed to Pond P-1 : LOW PROFILE DRY WELL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 927 98 Paved parking, HSG A 4,347 39 >75% Grass cover, Good, HSG A 5,274 49 Weighted Average 4,347 82.42% Pervious Area 927 17.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-1: Church Hill Road Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=5,274 sf Runoff Volume=65 cf Runoff Depth=0.15" Tc=6.0 min CN=49 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 7HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.1: Pine Street Pump Station Runoff = 0.01 cfs @ 12.32 hrs, Volume= 118 cf, Depth= 0.28" Routed to Pond 5P : Rain Garden Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 3,714 39 >75% Grass cover, Good, HSG A * 1,302 98 Paved Driveway, HSG A 5,016 54 Weighted Average 3,714 74.04% Pervious Area 1,302 25.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.1: Pine Street Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=5,016 sf Runoff Volume=118 cf Runoff Depth=0.28" Tc=6.0 min CN=54 0.01 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 8HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.2: 421 Pine Street Runoff = 0.00 cfs @ 23.43 hrs, Volume= 1 cf, Depth= 0.00" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 2,694 39 >75% Grass cover, Good, HSG A 2,694 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=2,694 sf Runoff Volume=1 cf Runoff Depth=0.00" Tc=6.0 min CN=39 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 9HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3.1: Pine Street Right-of-Way Runoff = 0.02 cfs @ 12.10 hrs, Volume= 77 cf, Depth= 1.77" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 2-YR Rainfall=3.40" Area (sf) CN Description 133 39 >75% Grass cover, Good, HSG A * 388 98 Paved Driveway, HSG A 521 83 Weighted Average 133 25.53% Pervious Area 388 74.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3.1: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.026 0.025 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-YR Rainfall=3.40" Runoff Area=521 sf Runoff Volume=77 cf Runoff Depth=1.77" Tc=6.0 min CN=83 0.02 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 10HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond 5P: Rain Garden Inflow Area = 5,016 sf, 25.96% Impervious, Inflow Depth = 0.28" for 2-YR event Inflow = 0.01 cfs @ 12.32 hrs, Volume= 118 cf Outflow = 0.01 cfs @ 12.32 hrs, Volume= 118 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 12.32 hrs, Volume= 118 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : 429 Pine Street Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 30.30' @ 0.00 hrs Surf.Area= 262 sf Storage= 0 cf Flood Elev= 31.00' Surf.Area= 507 sf Storage= 264 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 951.2 - 951.2 ) Volume Invert Avail.Storage Storage Description #1 30.30' 435 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 30.30 262 81.0 0 0 262 31.30 636 106.0 435 435 646 Device Routing Invert Outlet Devices #1 Discarded 30.30'8.270 in/hr Exfiltration over Surface area #2 Primary 31.20'15.0' long + 0.3 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.00 cfs @ 12.32 hrs HW=30.30' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.05 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.30' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 11HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond 5P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=5,016 sf Peak Elev=30.30' Storage=0 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 12HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond P-1: LOW PROFILE DRY WELL Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.15" for 2-YR event Inflow = 0.00 cfs @ 12.47 hrs, Volume= 65 cf Outflow = 0.00 cfs @ 12.48 hrs, Volume= 65 cf, Atten= 0%, Lag= 0.5 min Discarded = 0.00 cfs @ 12.48 hrs, Volume= 65 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : Church Hill Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 9.00' @ 12.48 hrs Surf.Area= 113 sf Storage= 0 cf Flood Elev= 12.00' Surf.Area= 113 sf Storage= 245 cf Plug-Flow detention time= 0.3 min calculated for 65 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 1,003.3 - 1,002.9 ) Volume Invert Avail.Storage Storage Description #1 9.00' 35 cf 6.25'W x 9.00'L x 3.83'H Prismatoid 215 cf Overall - 129 cf Embedded = 87 cf x 40.0% Voids #2 9.50' 110 cf 5.17'W x 8.00'L x 2.67'H Prismatoid Inside #1 129 cf Overall - 3.0" Wall Thickness = 110 cf 145 cf x 2.00 = 290 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 9.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 12.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.48 hrs HW=9.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 13HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond P-1: LOW PROFILE DRY WELL Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=5,274 sf Peak Elev=9.00' Storage=0 cf 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 14HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.00" for 2-YR 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= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=5,274 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 15HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,710 sf, 16.89% Impervious, Inflow Depth = 0.00" for 2-YR event Inflow = 0.00 cfs @ 23.43 hrs, Volume= 1 cf Primary = 0.00 cfs @ 23.43 hrs, Volume= 1 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=7,710 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 2-YR Rainfall=3.40"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 16HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 521 sf, 74.47% Impervious, Inflow Depth = 1.77" for 2-YR event Inflow = 0.02 cfs @ 12.10 hrs, Volume= 77 cf Primary = 0.02 cfs @ 12.10 hrs, Volume= 77 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=521 sf 0.02 cfs 0.02 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 17HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 17.58% Impervious Runoff Depth=0.62"Subcatchment PR-1: Church Hill Road Tc=6.0 min CN=49 Runoff=0.04 cfs 272 cf Runoff Area=5,016 sf 25.96% Impervious Runoff Depth=0.90"Subcatchment PR-2.1: Pine Street Pump Tc=6.0 min CN=54 Runoff=0.09 cfs 374 cf Runoff Area=2,694 sf 0.00% Impervious Runoff Depth=0.19"Subcatchment PR-2.2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.00 cfs 43 cf Runoff Area=521 sf 74.47% Impervious Runoff Depth=3.13"Subcatchment PR-3.1: Pine Street Tc=6.0 min CN=83 Runoff=0.04 cfs 136 cf Peak Elev=30.37' Storage=19 cf Inflow=0.09 cfs 374 cfPond 5P: Rain Garden Discarded=0.05 cfs 375 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 375 cf Peak Elev=9.55' Storage=27 cf Inflow=0.04 cfs 272 cfPond P-1: LOW PROFILE DRY WELL Discarded=0.02 cfs 272 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 272 cf Inflow=0.00 cfs 0 cfLink DP-1: Church Hill Road Primary=0.00 cfs 0 cf Inflow=0.00 cfs 43 cfLink DP-2: 429 Pine Street Primary=0.00 cfs 43 cf Inflow=0.04 cfs 136 cfLink DP-3: Pine Street Primary=0.04 cfs 136 cf Total Runoff Area = 13,505 sf Runoff Volume = 825 cf Average Runoff Depth = 0.73" 80.62% Pervious = 10,888 sf 19.38% Impervious = 2,617 sf TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 18HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Church Hill Road Pump Station Runoff = 0.04 cfs @ 12.17 hrs, Volume= 272 cf, Depth= 0.62" Routed to Pond P-1 : LOW PROFILE DRY WELL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 927 98 Paved parking, HSG A 4,347 39 >75% Grass cover, Good, HSG A 5,274 49 Weighted Average 4,347 82.42% Pervious Area 927 17.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-1: Church Hill Road Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=5,274 sf Runoff Volume=272 cf Runoff Depth=0.62" Tc=6.0 min CN=49 0.04 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 19HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.1: Pine Street Pump Station Runoff = 0.09 cfs @ 12.13 hrs, Volume= 374 cf, Depth= 0.90" Routed to Pond 5P : Rain Garden Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 3,714 39 >75% Grass cover, Good, HSG A * 1,302 98 Paved Driveway, HSG A 5,016 54 Weighted Average 3,714 74.04% Pervious Area 1,302 25.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.1: Pine Street Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=5,016 sf Runoff Volume=374 cf Runoff Depth=0.90" Tc=6.0 min CN=54 0.09 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 20HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.2: 421 Pine Street Runoff = 0.00 cfs @ 12.51 hrs, Volume= 43 cf, Depth= 0.19" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 2,694 39 >75% Grass cover, Good, HSG A 2,694 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=2,694 sf Runoff Volume=43 cf Runoff Depth=0.19" Tc=6.0 min CN=39 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 21HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3.1: Pine Street Right-of-Way Runoff = 0.04 cfs @ 12.10 hrs, Volume= 136 cf, Depth= 3.13" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 10-YR Rainfall=4.95" Area (sf) CN Description 133 39 >75% Grass cover, Good, HSG A * 388 98 Paved Driveway, HSG A 521 83 Weighted Average 133 25.53% Pervious Area 388 74.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3.1: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=521 sf Runoff Volume=136 cf Runoff Depth=3.13" Tc=6.0 min CN=83 0.04 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 22HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond 5P: Rain Garden Inflow Area = 5,016 sf, 25.96% Impervious, Inflow Depth = 0.90" for 10-YR event Inflow = 0.09 cfs @ 12.13 hrs, Volume= 374 cf Outflow = 0.05 cfs @ 12.34 hrs, Volume= 375 cf, Atten= 39%, Lag= 12.5 min Discarded = 0.05 cfs @ 12.34 hrs, Volume= 375 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : 429 Pine Street Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 30.37' @ 12.34 hrs Surf.Area= 283 sf Storage= 19 cf Flood Elev= 31.00' Surf.Area= 507 sf Storage= 264 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.2 min ( 899.8 - 897.6 ) Volume Invert Avail.Storage Storage Description #1 30.30' 435 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 30.30 262 81.0 0 0 262 31.30 636 106.0 435 435 646 Device Routing Invert Outlet Devices #1 Discarded 30.30'8.270 in/hr Exfiltration over Surface area #2 Primary 31.20'15.0' long + 0.3 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.05 cfs @ 12.34 hrs HW=30.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.30' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 23HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond 5P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,016 sf Peak Elev=30.37' Storage=19 cf 0.09 cfs 0.05 cfs 0.05 cfs 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 24HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond P-1: LOW PROFILE DRY WELL Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.62" for 10-YR event Inflow = 0.04 cfs @ 12.17 hrs, Volume= 272 cf Outflow = 0.02 cfs @ 12.10 hrs, Volume= 272 cf, Atten= 51%, Lag= 0.0 min Discarded = 0.02 cfs @ 12.10 hrs, Volume= 272 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : Church Hill Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 9.55' @ 12.55 hrs Surf.Area= 113 sf Storage= 27 cf Flood Elev= 12.00' Surf.Area= 113 sf Storage= 245 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.3 min ( 926.9 - 921.7 ) Volume Invert Avail.Storage Storage Description #1 9.00' 35 cf 6.25'W x 9.00'L x 3.83'H Prismatoid 215 cf Overall - 129 cf Embedded = 87 cf x 40.0% Voids #2 9.50' 110 cf 5.17'W x 8.00'L x 2.67'H Prismatoid Inside #1 129 cf Overall - 3.0" Wall Thickness = 110 cf 145 cf x 2.00 = 290 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 9.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 12.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 12.10 hrs HW=9.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 25HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond P-1: LOW PROFILE DRY WELL Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,274 sf Peak Elev=9.55' Storage=27 cf 0.04 cfs 0.02 cfs 0.02 cfs 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 26HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.00" for 10-YR 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= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=5,274 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 27HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,710 sf, 16.89% Impervious, Inflow Depth = 0.07" for 10-YR event Inflow = 0.00 cfs @ 12.51 hrs, Volume= 43 cf Primary = 0.00 cfs @ 12.51 hrs, Volume= 43 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=7,710 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 10-YR Rainfall=4.95"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 28HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 521 sf, 74.47% Impervious, Inflow Depth = 3.13" for 10-YR event Inflow = 0.04 cfs @ 12.10 hrs, Volume= 136 cf Primary = 0.04 cfs @ 12.10 hrs, Volume= 136 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=521 sf 0.04 cfs 0.04 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 29HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 17.58% Impervious Runoff Depth=1.03"Subcatchment PR-1: Church Hill Road Tc=6.0 min CN=49 Runoff=0.11 cfs 455 cf Runoff Area=5,016 sf 25.96% Impervious Runoff Depth=1.40"Subcatchment PR-2.1: Pine Street Pump Tc=6.0 min CN=54 Runoff=0.16 cfs 584 cf Runoff Area=2,694 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment PR-2.2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.01 cfs 95 cf Runoff Area=521 sf 74.47% Impervious Runoff Depth=4.02"Subcatchment PR-3.1: Pine Street Tc=6.0 min CN=83 Runoff=0.05 cfs 174 cf Peak Elev=30.55' Storage=76 cf Inflow=0.16 cfs 584 cfPond 5P: Rain Garden Discarded=0.07 cfs 588 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 588 cf Peak Elev=10.38' Storage=101 cf Inflow=0.11 cfs 455 cfPond P-1: LOW PROFILE DRY WELL Discarded=0.02 cfs 455 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 455 cf Inflow=0.00 cfs 0 cfLink DP-1: Church Hill Road Primary=0.00 cfs 0 cf Inflow=0.01 cfs 95 cfLink DP-2: 429 Pine Street Primary=0.01 cfs 95 cf Inflow=0.05 cfs 174 cfLink DP-3: Pine Street Primary=0.05 cfs 174 cf Total Runoff Area = 13,505 sf Runoff Volume = 1,307 cf Average Runoff Depth = 1.16" 80.62% Pervious = 10,888 sf 19.38% Impervious = 2,617 sf TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 30HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Church Hill Road Pump Station Runoff = 0.11 cfs @ 12.13 hrs, Volume= 455 cf, Depth= 1.03" Routed to Pond P-1 : LOW PROFILE DRY WELL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 927 98 Paved parking, HSG A 4,347 39 >75% Grass cover, Good, HSG A 5,274 49 Weighted Average 4,347 82.42% Pervious Area 927 17.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-1: Church Hill Road Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=5,274 sf Runoff Volume=455 cf Runoff Depth=1.03" Tc=6.0 min CN=49 0.11 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 31HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.1: Pine Street Pump Station Runoff = 0.16 cfs @ 12.12 hrs, Volume= 584 cf, Depth= 1.40" Routed to Pond 5P : Rain Garden Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 3,714 39 >75% Grass cover, Good, HSG A * 1,302 98 Paved Driveway, HSG A 5,016 54 Weighted Average 3,714 74.04% Pervious Area 1,302 25.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.1: Pine Street Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=5,016 sf Runoff Volume=584 cf Runoff Depth=1.40" Tc=6.0 min CN=54 0.16 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 32HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.2: 421 Pine Street Runoff = 0.01 cfs @ 12.35 hrs, Volume= 95 cf, Depth= 0.42" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 2,694 39 >75% Grass cover, Good, HSG A 2,694 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=2,694 sf Runoff Volume=95 cf Runoff Depth=0.42" Tc=6.0 min CN=39 0.01 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 33HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3.1: Pine Street Right-of-Way Runoff = 0.05 cfs @ 12.10 hrs, Volume= 174 cf, Depth= 4.02" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 25-YR Rainfall=5.92" Area (sf) CN Description 133 39 >75% Grass cover, Good, HSG A * 388 98 Paved Driveway, HSG A 521 83 Weighted Average 133 25.53% Pervious Area 388 74.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3.1: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-YR Rainfall=5.92" Runoff Area=521 sf Runoff Volume=174 cf Runoff Depth=4.02" Tc=6.0 min CN=83 0.05 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 34HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond 5P: Rain Garden Inflow Area = 5,016 sf, 25.96% Impervious, Inflow Depth = 1.40" for 25-YR event Inflow = 0.16 cfs @ 12.12 hrs, Volume= 584 cf Outflow = 0.07 cfs @ 12.44 hrs, Volume= 588 cf, Atten= 58%, Lag= 19.4 min Discarded = 0.07 cfs @ 12.44 hrs, Volume= 588 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : 429 Pine Street Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 30.55' @ 12.44 hrs Surf.Area= 341 sf Storage= 76 cf Flood Elev= 31.00' Surf.Area= 507 sf Storage= 264 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.5 min ( 887.8 - 881.3 ) Volume Invert Avail.Storage Storage Description #1 30.30' 435 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 30.30 262 81.0 0 0 262 31.30 636 106.0 435 435 646 Device Routing Invert Outlet Devices #1 Discarded 30.30'8.270 in/hr Exfiltration over Surface area #2 Primary 31.20'15.0' long + 0.3 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.07 cfs @ 12.44 hrs HW=30.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.30' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 35HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond 5P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5,016 sf Peak Elev=30.55' Storage=76 cf 0.16 cfs 0.07 cfs 0.07 cfs 0.00 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 36HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond P-1: LOW PROFILE DRY WELL Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 1.03" for 25-YR event Inflow = 0.11 cfs @ 12.13 hrs, Volume= 455 cf Outflow = 0.02 cfs @ 12.00 hrs, Volume= 455 cf, Atten= 79%, Lag= 0.0 min Discarded = 0.02 cfs @ 12.00 hrs, Volume= 455 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : Church Hill Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 10.38' @ 12.89 hrs Surf.Area= 113 sf Storage= 101 cf Flood Elev= 12.00' Surf.Area= 113 sf Storage= 245 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.5 min ( 934.4 - 899.9 ) Volume Invert Avail.Storage Storage Description #1 9.00' 35 cf 6.25'W x 9.00'L x 3.83'H Prismatoid 215 cf Overall - 129 cf Embedded = 87 cf x 40.0% Voids #2 9.50' 110 cf 5.17'W x 8.00'L x 2.67'H Prismatoid Inside #1 129 cf Overall - 3.0" Wall Thickness = 110 cf 145 cf x 2.00 = 290 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 9.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 12.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 12.00 hrs HW=9.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 37HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond P-1: LOW PROFILE DRY WELL Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5,274 sf Peak Elev=10.38' Storage=101 cf 0.11 cfs 0.02 cfs 0.02 cfs 0.00 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 38HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.00" for 25-YR 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= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=5,274 sf 0.00 cfs 0.00 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 39HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,710 sf, 16.89% Impervious, Inflow Depth = 0.15" for 25-YR event Inflow = 0.01 cfs @ 12.35 hrs, Volume= 95 cf Primary = 0.01 cfs @ 12.35 hrs, Volume= 95 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=7,710 sf 0.01 cfs 0.01 cfs TEC, Inc. Type III 24-hr 25-YR Rainfall=5.92"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 40HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 521 sf, 74.47% Impervious, Inflow Depth = 4.02" for 25-YR event Inflow = 0.05 cfs @ 12.10 hrs, Volume= 174 cf Primary = 0.05 cfs @ 12.10 hrs, Volume= 174 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=521 sf 0.05 cfs 0.05 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 41HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.10 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5,274 sf 17.58% Impervious Runoff Depth=1.81"Subcatchment PR-1: Church Hill Road Tc=6.0 min CN=49 Runoff=0.21 cfs 795 cf Runoff Area=5,016 sf 25.96% Impervious Runoff Depth=2.30"Subcatchment PR-2.1: Pine Street Pump Tc=6.0 min CN=54 Runoff=0.28 cfs 960 cf Runoff Area=2,694 sf 0.00% Impervious Runoff Depth=0.92"Subcatchment PR-2.2: 421 Pine Street Tc=6.0 min CN=39 Runoff=0.03 cfs 207 cf Runoff Area=521 sf 74.47% Impervious Runoff Depth=5.43"Subcatchment PR-3.1: Pine Street Tc=6.0 min CN=83 Runoff=0.07 cfs 236 cf Peak Elev=30.86' Storage=195 cf Inflow=0.28 cfs 960 cfPond 5P: Rain Garden Discarded=0.09 cfs 961 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 961 cf Peak Elev=12.01' Storage=247 cf Inflow=0.21 cfs 795 cfPond P-1: LOW PROFILE DRY WELL Discarded=0.02 cfs 754 cf Primary=0.04 cfs 43 cf Outflow=0.06 cfs 796 cf Inflow=0.04 cfs 43 cfLink DP-1: Church Hill Road Primary=0.04 cfs 43 cf Inflow=0.03 cfs 207 cfLink DP-2: 429 Pine Street Primary=0.03 cfs 207 cf Inflow=0.07 cfs 236 cfLink DP-3: Pine Street Primary=0.07 cfs 236 cf Total Runoff Area = 13,505 sf Runoff Volume = 2,198 cf Average Runoff Depth = 1.95" 80.62% Pervious = 10,888 sf 19.38% Impervious = 2,617 sf TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 42HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Church Hill Road Pump Station Runoff = 0.21 cfs @ 12.12 hrs, Volume= 795 cf, Depth= 1.81" Routed to Pond P-1 : LOW PROFILE DRY WELL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 927 98 Paved parking, HSG A 4,347 39 >75% Grass cover, Good, HSG A 5,274 49 Weighted Average 4,347 82.42% Pervious Area 927 17.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-1: Church Hill Road Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=5,274 sf Runoff Volume=795 cf Runoff Depth=1.81" Tc=6.0 min CN=49 0.21 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 43HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.1: Pine Street Pump Station Runoff = 0.28 cfs @ 12.11 hrs, Volume= 960 cf, Depth= 2.30" Routed to Pond 5P : Rain Garden Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 3,714 39 >75% Grass cover, Good, HSG A * 1,302 98 Paved Driveway, HSG A 5,016 54 Weighted Average 3,714 74.04% Pervious Area 1,302 25.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.1: Pine Street Pump Station Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=5,016 sf Runoff Volume=960 cf Runoff Depth=2.30" Tc=6.0 min CN=54 0.28 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 44HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-2.2: 421 Pine Street Runoff = 0.03 cfs @ 12.17 hrs, Volume= 207 cf, Depth= 0.92" Routed to Link DP-2 : 429 Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 2,694 39 >75% Grass cover, Good, HSG A 2,694 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-2.2: 421 Pine Street Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=2,694 sf Runoff Volume=207 cf Runoff Depth=0.92" Tc=6.0 min CN=39 0.03 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 45HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR-3.1: Pine Street Right-of-Way Runoff = 0.07 cfs @ 12.10 hrs, Volume= 236 cf, Depth= 5.43" Routed to Link DP-3 : Pine Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Type III 24-hr 100-YR Rainfall=7.42" Area (sf) CN Description 133 39 >75% Grass cover, Good, HSG A * 388 98 Paved Driveway, HSG A 521 83 Weighted Average 133 25.53% Pervious Area 388 74.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR-3.1: Pine Street Right-of-Way Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-YR Rainfall=7.42" Runoff Area=521 sf Runoff Volume=236 cf Runoff Depth=5.43" Tc=6.0 min CN=83 0.07 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 46HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond 5P: Rain Garden Inflow Area = 5,016 sf, 25.96% Impervious, Inflow Depth = 2.30" for 100-YR event Inflow = 0.28 cfs @ 12.11 hrs, Volume= 960 cf Outflow = 0.09 cfs @ 12.50 hrs, Volume= 961 cf, Atten= 69%, Lag= 23.3 min Discarded = 0.09 cfs @ 12.50 hrs, Volume= 961 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : 429 Pine Street Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 30.86' @ 12.50 hrs Surf.Area= 450 sf Storage= 195 cf Flood Elev= 31.00' Surf.Area= 507 sf Storage= 264 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.1 min ( 880.1 - 864.9 ) Volume Invert Avail.Storage Storage Description #1 30.30' 435 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 30.30 262 81.0 0 0 262 31.30 636 106.0 435 435 646 Device Routing Invert Outlet Devices #1 Discarded 30.30'8.270 in/hr Exfiltration over Surface area #2 Primary 31.20'15.0' long + 0.3 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.09 cfs @ 12.50 hrs HW=30.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.30' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 47HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond 5P: Rain Garden Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,016 sf Peak Elev=30.86' Storage=195 cf 0.28 cfs 0.09 cfs 0.09 cfs 0.00 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 48HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Pond P-1: LOW PROFILE DRY WELL Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 1.81" for 100-YR event Inflow = 0.21 cfs @ 12.12 hrs, Volume= 795 cf Outflow = 0.06 cfs @ 12.70 hrs, Volume= 796 cf, Atten= 72%, Lag= 35.0 min Discarded = 0.02 cfs @ 11.90 hrs, Volume= 754 cf Primary = 0.04 cfs @ 12.70 hrs, Volume= 43 cf Routed to Link DP-1 : Church Hill Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Peak Elev= 12.01' @ 12.70 hrs Surf.Area= 113 sf Storage= 247 cf Flood Elev= 12.00' Surf.Area= 113 sf Storage= 245 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 108.3 min ( 987.6 - 879.3 ) Volume Invert Avail.Storage Storage Description #1 9.00' 35 cf 6.25'W x 9.00'L x 3.83'H Prismatoid 215 cf Overall - 129 cf Embedded = 87 cf x 40.0% Voids #2 9.50' 110 cf 5.17'W x 8.00'L x 2.67'H Prismatoid Inside #1 129 cf Overall - 3.0" Wall Thickness = 110 cf 145 cf x 2.00 = 290 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 9.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 12.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.90 hrs HW=9.12' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.04 cfs @ 12.70 hrs HW=12.01' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.04 cfs @ 0.37 fps) TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 49HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Pond P-1: LOW PROFILE DRY WELL Inflow Outflow Discarded Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,274 sf Peak Elev=12.01' Storage=247 cf 0.21 cfs 0.06 cfs 0.02 cfs0.04 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 50HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-1: Church Hill Road Inflow Area = 5,274 sf, 17.58% Impervious, Inflow Depth = 0.10" for 100-YR event Inflow = 0.04 cfs @ 12.70 hrs, Volume= 43 cf Primary = 0.04 cfs @ 12.70 hrs, Volume= 43 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-1: Church Hill Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=5,274 sf 0.04 cfs 0.04 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 51HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-2: 429 Pine Street Inflow Area = 7,710 sf, 16.89% Impervious, Inflow Depth = 0.32" for 100-YR event Inflow = 0.03 cfs @ 12.17 hrs, Volume= 207 cf Primary = 0.03 cfs @ 12.17 hrs, Volume= 207 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-2: 429 Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=7,710 sf 0.03 cfs 0.03 cfs TEC, Inc. Type III 24-hr 100-YR Rainfall=7.42"T1787_POST Printed 8/11/2026Prepared by TEC, Inc Page 52HydroCAD® 10.20-4c s/n 02793 © 2024 HydroCAD Software Solutions LLC Summary for Link DP-3: Pine Street Inflow Area = 521 sf, 74.47% Impervious, Inflow Depth = 5.43" for 100-YR event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 236 cf Primary = 0.07 cfs @ 12.10 hrs, Volume= 236 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.10 hrs Link DP-3: Pine Street Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=521 sf 0.07 cfs 0.07 cfs STORMWATER MANAGEMENT OPERATIONS AND MAINTENANCE PLAN CHURCH HILL ROAD PUMP STATION CHURCH HILL ROAD PUMP STATION BARNSTABLE, MASSACHUSETTS Prepared for: Town of Barnstable 382 Falmouth Road Barnstable, MA 02601 Prepared by: TEC, Inc. 282 Merrimack Street 2nd Floor Lawrence MA, 01843 August 11, 2026 Stormwater Management Operation and Maintenance Plan August 11, 2026 Name of Owner: Town of Barnstable Name of Facility: Church Hill Road Pump Station Location: 272 South Main Street, Barnstable, MA A detailed, written log of all scheduled preventative and corrective maintenance performed for the stormwater management measures must be kept on site, including a record of all inspections and copies of maintenance-related work orders. An “Inspection and Maintenance Check List” shall be maintained as a record of regularly scheduled inspection and maintenance items as outlined below for every year. Maintenance required and actions taken shall be recorded in a “Inspection and Maintenance Log”. The funding, operation, and maintenance of all stormwater management Best Management Practices (BMPs) shall be provided by the Owner, or their appointee. Maintenance routine and schedule: Routine inspections will be conducted monthly and thorough investigations will be conducted twice a year. Task systems include regular removal of accumulated sediments, floatables and debris, and scour inspection. Inspections will occur after every major storm event throughout construction and for the first six (6) months after construction is completed. Inspections will be conducted by a qualified person experienced in drainage design and stormwater management systems. Annual reports will be prepared detailing the status of the stormwater system and the maintenance performed. The owner agrees with a minimum maintenance schedule as follows: 1. Monthly inspection for damage or clogged catch basin grates and outlet control structures to maintain inlet capacity. 2. Cleaning of catch basins. Sump and inlets shall be inspected four times per year. Catch basins will be cleaned of sediment and debris four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. 3. Inspection and cleaning of drainage pipes and manholes. Drainage pipes and manhole structures shall be inspected and cleaned of sediment at least every five (5) years or as required to maintain adequate functionality of the stormwater conveyance system. All sediments shall be properly handled and disposed of in accordance with local, state and federal guidelines and regulations. 4. Subsurface Infiltration Basin As a minimum, the basin will be inspected after every major storm event greater than 0.5”, for the first six months after construction, to ensure functionality and inspect for erosion. Thereafter, inspections will occur twice per year and after every major storm event greater than the 2- year storm event. Sediment collected inside the basin will be removed at a minimum of once every ten (10) years by hand or mechanical equipment. Collected debris will be properly disposed of, in accordance with state and federal requirements, at a local facility. 5. Grass Shoulders. The grass landscaping/plantings will be inspected after every major storm event for the two (2) months after seeding to ensure functionality. Thereafter, inspections should take place every six (6) months in the spring and fall and after severe storm events. Grass and mulched landscaping showing signs of wear and erosion will be re- loamed/reseeded or re-mulched as necessary to prevent further erosion from taking place. 6. Snow removal. Snow will be stored within the landscape areas onsite. During large storm events, snow will be trucked off site. The Long-Term Pollution Prevention Plan The Owner agrees to comply with the following Long-Term Pollution Prevention Plan to ensure long-term stormwater quality discharge from the site: • Good housekeeping practices: The project is a public pump station site and will be maintained by the Town of Barnstable, including snow removal, de-icing, and BMP inspection/maintenance. • Provisions for storing materials and waste products inside or under cover: Waste products are not anticipated to be produced or stored on this site. • Vehicle washing controls: Vehicle washing is not anticipated as a use of the site. • Spill prevention and response plans: The site is a publicly owned pump station site and spills are not anticipated for the use. If a spill does occur, the Town of Barnstable will respond in a manner consistent with a spill occurring in a public right-of-way. Emergency Responders will be contacted immediately upon notification that a spill has occurred. • Provisions for maintenance of lawns, gardens, and other landscaped areas: The Town of Barnstable will provide long-term maintenance for the landscaped areas and stormwater BMPs. • Requirements for storage and use of fertilizers, herbicides, and pesticides: At this time there would be no foreseeable need for fertilizers, herbicides, and pesticides. • Provisions for operation and management of septic systems: Not Applicable • Provisions for solid waste management: Not Applicable. • Snow disposal and plowing plans relative to Wetland Resource Areas: Snow will be stored in landscaped areas on the site which are outside of any regulatory buffer zones to resource areas. • Street sweeping: The owner will perform street sweeping as needed to minimize sediment build up. • Provisions for prevention of illicit discharges to the stormwater management system: Only stormwater is proposed to be conveyed through the stormwater management system. No illicit materials will be permitted. The owners will be responsible for maintaining this 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. The current stormwater design is not within any proposed vehicular access points. The project location is not considered a LUHPPL. • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan: Prior to implementation of the LTPPP, the Town of Barnstable shall provide an on-site meeting with the maintenance personnel to present the contents and requirements of the Stormwater Operation and Maintenance Plan and the LTPPP. • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan: Barnstable Fire Department 911 Barnstable Police Department 911 Barnstable Department of Public Works 508-790-6400 STORMWATER MANAGEMENT OPERATIONS AND MAINTENANCE PLAN 421 PINE STREET PUMP STATION 421 PINE STREET BARNSTABLE, MASSACHUSETTS Prepared for: Town of Barnstable 382 Falmouth Road Barnstable, MA 02601 Prepared by: TEC, Inc. 282 Merrimack Street 2nd Floor Lawrence MA, 01843 August 11, 2026 Stormwater Management Operation and Maintenance Plan August 11, 2026 Name of Owner: Town of Barnstable Name of Facility: 421 Pine Street Pump Station Location: 421 Pine Street, Barnstable, MA A detailed, written log of all scheduled preventative and corrective maintenance performed for the stormwater management measures must be kept on site, including a record of all inspections and copies of maintenance-related work orders. An “Inspection and Maintenance Check List” shall be maintained as a record of regularly scheduled inspection and maintenance items as outlined below for every year. Maintenance required and actions taken shall be recorded in a “Inspection and Maintenance Log”. The funding, operation, and maintenance of all stormwater management Best Management Practices (BMPs) shall be provided by the Town of Barnstable, or their appointee. Maintenance routine and schedule: Routine inspections will be conducted monthly and thorough investigations will be conducted twice a year. Task systems include regular removal of accumulated sediments, floatables and debris, and scour inspection. Inspections will occur after every major storm event throughout construction and for the first six (6) months after construction is completed. Inspections will be conducted by a qualified person experienced in drainage design and stormwater management systems. Annual reports will be prepared detailing the status of the stormwater system and the maintenance performed. The owner agrees with a minimum maintenance schedule as follows: 1. Bioretention Areas/Rain Gardens As a minimum, the sediment forebay and rain garden will be inspected monthly to ensure functionality, inspect for erosion, and to remove litter and debris. At least twice during growing seasons, the rain garden side slopes and embankments will be cleared of accumulated sediment and mowed. Dead vegetation should be removed and replaced in the fall of spring each year. Invasive species should be removed as needed to prevent these species from spreading into the bioretention area. Replace mulch every two years, in the early spring, and replace entire media and all vegetation as needed in the late spring or early summer. 2. Grass Shoulders. The grass/landscaping/plantings will be inspected after every major storm event for the two (2) months after seeding to ensure functionality. Thereafter, inspections should take place every six (6) months in the spring and fall and after severe storm events. Grass and mulched landscaping showing signs of wear and erosion will be re- loamed/reseeded or re-mulched as necessary to prevent further erosion from taking place. 3. Snow removal. Snow will be stored within the landscape areas onsite. During large storm events, snow will be trucked off site. The Long-Term Pollution Prevention Plan The Owner agrees to comply with the following Long-Term Pollution Prevention Plan to ensure long-term stormwater quality discharge from the site: • Good housekeeping practices: The project is a public pump station site and will be maintained by the Town of Barnstable, including snow removal, de-icing, and BMP inspection/maintenance. • Provisions for storing materials and waste products inside or under cover: Waste products are not anticipated to be produced or stored on this site. • Vehicle washing controls: Vehicle washing is not anticipated as a use of the site. • Spill prevention and response plans: The site is a publicly owned pump station site and spills are not anticipated for the use. If a spill does occur, the Town of Barnstable will respond in a manner consistent with a spill occurring in a public right-of-way. Emergency Responders will be contacted immediately upon notification that a spill has occurred. • Provisions for maintenance of lawns, gardens, and other landscaped areas: The Town of Barnstable will provide long-term maintenance for the landscaped areas and stormwater BMPs. • Requirements for storage and use of fertilizers, herbicides, and pesticides: At this time there would be no foreseeable need for fertilizers, herbicides, and pesticides. • Provisions for operation and management of septic systems: Not Applicable • Provisions for solid waste management: Not Applicable. • Snow disposal and plowing plans relative to Wetland Resource Areas: Snow will be stored in landscaped areas on the site which are outside of any regulatory buffer zones to resource areas. • Street sweeping: The owner will perform street sweeping as needed to minimize sediment build up. • Provisions for prevention of illicit discharges to the stormwater management system: Only stormwater is proposed to be conveyed through the stormwater management system. No illicit materials will be permitted. The owners will be responsible for maintaining this 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. The current stormwater design is not within any proposed vehicular access points. The project location is not considered a LUHPPL. • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan: Prior to implementation of the LTPPP, the Town of Barnstable shall provide an on-site meeting with the maintenance personnel to present the contents and requirements of the Stormwater Operation and Maintenance Plan and the LTPPP. • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan: Barnstable Fire Department 911 Barnstable Police Department 911 Barnstable Department of Public Works 508-790-6400 Illicit Discharge Compliance Statement Name of Owner: Town of Barnstable Name of Facility: Church Hill Road Pump Station Location: 272 South Main Street, Barnstable, MA The Plans and Stormwater Report for the Proposed Long Pong Sewer Expansion Project located at Church Hill Road (272 Main Street), Barnstable, MA, meet the requirements of Standard 10 of the Massachusetts Stormwater Handbook. The Site Plans were prepared by qualified personnel at the direction of Town of Barnstable. The Site Plans identify the location of stormwater management and utility systems. As designed, the systems do not allow for any connections between the stormwater management and sanitary sewer utilities. Signature: (To be signed prior to occupancy) Illicit Discharge Compliance Statement Name of Owner: Town of Barnstable Name of Facility: Pine Street Pump Station Location: 421 Pine Street, Barnstable, MA The Plans and Stormwater Report for the Proposed Long Pong Sewer Expansion Project located at 421 Pine Street, Barnstable, MA, meet the requirements of Standard 10 of the Massachusetts Stormwater Handbook. The Site Plans were prepared by qualified personnel at the direction of Town of Barnstable. The Site Plans identify the location of stormwater management and utility systems. As designed, the systems do not allow for any connections between the stormwater management and sanitary sewer utilities. Signature: (To be signed prior to occupancy) swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include:  The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report.  Applicant/Project Name  Project Address  Name of Firm and Registered Professional Engineer that prepared the Report  Long-Term Pollution Prevention Plan required by Standards 4-6  Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82  Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment 8/11/2026 X 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 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): 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. X X X X X X X 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. 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. X X X X X X X X 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. X X 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. X X 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. X X X 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. X X X X X X X X X X ectinc.com Attachment I: Floodplain Maps ectinc.com Attachment J: Other Project Notifications: Mass Historical Project Notification Letter to Barnstable Historic District (Centerville Historic District) Department of Marine Fisheries (DMF) Email Correspondence 1234 Chestnut Street, Suite 102A, Newton, MA 02464 ectinc.com 617.546.3113 August 17, 2026 Barnstable Historical Commission Town of Barnstable Planning & Development Department 367 Main Street Hyannis, MA 02601 Re: Long Pond Area Sewer Expansion Project, Town of Barnstable, Massachusetts Dear Commission Members: On behalf of the Town of Barnstable, Environmental Consulting & Technology, Inc. (ECT) is submitting this notification letter for the Long Pond Area Sewer Expansion Project. The Project is a Phase I Comprehensive Wastewater Management Plan project intended to expand sewer infrastructure, improve water quality, and reduce nutrient loading to Long Pond and surrounding water resources. The Project includes new underground sewer infrastructure within existing roadway rights-of-way and two new sewer pump stations with associated appurtenances. The proposed pump station locations currently include the Church Hill Road Pump Station at 272 South Main Street and the Pine Street Pump Station at 421 Pine Street. The current design does not include pump station buildings. ECT has reviewed available historic resource information and prepared supporting figures identifying inventoried properties, National Register-listed resources, and the Barnstable and Centerville Historic District in relation to the work. The Project has also been submitted to the Massachusetts Historical Commission as part of the State Revolving Fund review process. The Town respectfully requests the Barnstable Historical Commission’s review of the enclosed project information and confirmation of any comments or local requirements applicable to the Project. Thank you for your review. Please contact me at (508) 930-0876 or lfrank@ectinc.com if you have any questions or require additional information. Sincerely, Environmental Consulting & Technology, Inc. Lauren Frank, P.E. Regional Director 1 Lauren Frank From:Lauren Frank Sent:Thursday, August 20, 2026 9:35 AM To:'"george.davis@mass.gov"'; '"lynne.besse@mass.gov"' Cc:Jason Kreil; Jack Troidl Subject:Barnstable Long Pond Area Sewer Expansion Project Attachments:Attachment A2 WetlandWorkOverview_20260819.pdf Good morning, George and Lynne, On behalf of the Town of Barnstable, Environmental Consulting & Technology, Inc. (ECT) is advancing the design of the Long Pond Area Sewer Expansion Project. The project includes construction of a proposed wastewater pump station at 421 Pine Street in Centerville (see attached figure). The pump station is situated approximately 225 feet east of the Centerville River. As part of the anticipated construction activities, temporary dewatering will be required during excavation at the Pine Street Pump Station site. Current plans are to discharge dewatering effluent on site or to existing infiltration CB and drain infrastructure to allow infiltration back into the ground in the vicinity of the work area. The project team does not anticipate any direct discharge to the Centerville River. The approximate dewatering location is shown on the attached project plan. We are providing this information for your review and would appreciate any comments, concerns, or recommendations DMF may have regarding the proposed dewatering approach and its proximity to the Centerville River. We are aware of the season restrictions on the River. We would also appreciate it if you could let us know whether there are other individuals that should be contacted or informed regarding the proposed dewatering activities. Please feel free to contact me if you have any questions or require additional information. Thank you for your time and assistance. Lauren Lauren Frank, P.E. Regional Director | Northeast & Mid-Atlantic Environmental Consulting & Technology, Inc. M: 508.930.0876 | lfrank@ectinc.com Follow us: ectinc.com Attachment K: Drawing Set (larger format, separate cover)