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HomeMy WebLinkAboutSP-22-004 - Supplemental - 0510 Shelburne Road (7)478 Blair Park Road Williston, VT 05495 802 879 6331www.tcevt.com42 Mapleville Depot Road St. Albans, VT 05478 802 528 5116 Civil Engineering Environmental Services Land Surveying Landscape Architecture Champlain Oil Company, LLC 510 Shelburne Road South Burlington, VT Stormwater Design Brief January 12, 2022 1.Project Description The applicant, Champlain Oil Company, LLC, is proposing to remove the existing gas station and construct a new four story mixed use building at 510 Shelburne Road in South Burlington, Vermont. The existing 0.68 acre site is almost entirely impervious and contains an abandoned gas station and associated gravel/paved parking which will be removed as part of this project. The project will include the addition of a new 4972 SF mixed use building with a one way slip lane and paved parking area on the eastern portion of the site. The project will result in a decrease of impervious surface on site from + 0.61 acres to + 0.54 acres. As the total impervious on the proposed site will exceed 0.5 acres, stormwater management of the site’s runoff has been proposed to meet the requirements in section 12.03 of the South Burlington Land Development Regulations. Section 12.03(C)(1) & (2) requires that the site be designed to allow for infiltration, or a treatment method meeting the Vermont Stormwater Management Manual, of the Water Quality Volume (WQv) and to ensure that post-construction peak runoff rates for the 1-yr, 24-hour (2.1 in) rainfall event does not exceed the peak runoff rate for the same storm event under the existing site conditions. The existing site has had a history of soil contamination from a past underground fuel tank spill. KAS Consulting is in contact with the VT DEC regarding the on-site contamination and a remediation/correction action plan is being prepared for the site. Due to the existing contamination and “hotspot” nature of the site, infiltration is not possible. This stormwater design proposes bioretention practices which will be lined or contained, allowing for no on-site infiltration. The proposed stormwater treatment system is designed to connect to a new drainage manhole to be installed on the existing municipal storm sewer main in Shelburne Road with discharge to the municipal stormwater system. The municipal stormwater system is owned and operated by the City of Burlington 478 Blair Park Road Williston, VT 05495 802 879 6331www.tcevt.com42 Mapleville Depot Road St. Albans, VT 05478 802 528 5116 Civil Engineering Environmental Services Land Surveying Landscape Architecture Page 2 of 5 Stormwater Narrative – 510 Shelburne Road January 12, 2022 and runoff from this new manhole will head north along Shelburne Road, through the storm sewer with discharge in a City of Burlington stormwater treatment pond system near Prospect Parkway. The stormwater treatment system described in this narrative ensures that the regulations outlined in Section 12.03 have been met. 2.Receiving Waters Stormwater runoff from this site currently discharges to the municipal catch basin system on Shelburne Road and Bacon Street, which heads north along Shelburne Road with a final discharge to a City of Burlington managed pond system to an unnamed tributary near Prospect Parkway and finally to Lake Champlain. 3.Existing Conditions The site currently consists of an approximately 0.68 acre parcel with an abandoned gas station and associated gravel/paved parking area. The property has frontage on both Shelburne Road and Bacon Street. Impervious cover on the site is currently approximately 0.61 acres. The site is very flat with little to no elevation change throughout. Soils on site are entirely mapped as Hydrologic Soil Group (HSG) D. 4.Existing Stormwater System No stormwater treatment, stormwater infrastructure, or stormwater permits exist on the site. Runoff from the property currently overland flows over the flat site and discharges onto the neighboring properties and adjacent roadways. Existing runoff from the site directly enters the City of Burlington owned municipal storm system via catch basins on Shelburne Road and Bacon Street. 5.Proposed Stormwater System The proposed stormwater system utilizes two Filterra bioretention units to treat runoff from the rear parking lot prior to discharge to the municipal system. These Filterra units will contain a curb inlets with bypass piping, allowing larger storms to bypass the system. The Filterra units are approved as a Tier 2 practice by the VT DEC. The approval letter is included with this application. 478 Blair Park Road Williston, VT 05495 802 879 6331www.tcevt.com42 Mapleville Depot Road St. Albans, VT 05478 802 528 5116 Civil Engineering Environmental Services Land Surveying Landscape Architecture Page 3 of 5 Stormwater Narrative – 510 Shelburne Road January 12, 2022 Stormwater runoff from the southern paved area of the site will be routed to a lined bioretention basin in a curbed area on the southern edge of the site. Two Rain Guardian Turrets are proposed along the new southern pavement allowing for pretreatment of overland runoff prior to reaching this bioretention basin. The Rain Guardian Turret is approved by the VT DEC as a pretreatment practice and the approval letter is included with this application. The bioretention basin is proposed to have an underdrain connected to an outlet control structure, with final discharge to the municipal storm system. Stormwater runoff from the northern portion of the site and the new rooftop will be routed to a lined bioretention basin on the west side of the building. A pea- stone diaphragm is proposed along the edge of the bioretention practice to allow for pretreatment of overland runoff prior to entering the basin. The bioretention basin is proposed to have an underdrain connected to an outlet control structure, with final discharge to the municipal storm system. 6. South Burlington Stormwater Management Standards Compliance As noted above, the site must comply with section 12.03 of the current City of South Burlington Land Use Development Regulations. Water Quality Volume (WQv) Standard Per Section 12.03 C(1), the WQv shall not leave the lot via overland runoff and shall be infiltrated using Low Impact Development (LID) practices. If It is not possible to infiltrate due to the presence of a “stormwater hotspot” (12.03C(1)(a)(v)) then the WQv shall be treated by stormwater treatment practices meeting the Vermont Stormwater Management Manual. Due to the “hotspot” nature of the site, infiltration cannot be utilized. The site design proposes two Filterra bioretention units and two bioretention basins. The Filterra units have been specifications in accordance with the manufacturer’s specifications for incoming runoff volume and flow rate. The Filterra specifications and design information have been included with this application. Both bioretention basins have been designed in accordance with the 2017 State Stormwater Management Manual. The area of the bioretention basins are sized as follows: Drainage Area 3 – Bioretention Area 1 Mod CN WQv Treatment Volume = 0.0116 acft = 505.3 CF 478 Blair Park Road Williston, VT 05495 802 879 6331www.tcevt.com42 Mapleville Depot Road St. Albans, VT 05478 802 528 5116 Civil Engineering Environmental Services Land Surveying Landscape Architecture Page 4 of 5 Stormwater Narrative – 510 Shelburne Road January 12, 2022 Required Bioretention Filter Area Per VSMM 4.3.1.4 = (505.3 CF)(2 foot filter depth)/(1 ft/day)(2 foot filter depth+ 0.83’ ponding)(2 days drain time) = 178.6 SF Bioretention Filter Area Provided = 183 SF Drainage Area 4 – Bioretention Area 2 Mod CN WQv Treatment Volume = 0.0029 acft = 126.3 CF Required Bioretention Filter Area Per VSMM 4.3.1.4 = (126.3 CF)(2 foot filter depth)/(1 ft/day)(2 foot filter depth + 0.5’ ponding)(2 days drain time) = 50.5 SF Bioretention Filter Area Provided = 74 SF Drainage areas used for modeling are shown on plan sheet C4-01 and a HydroCAD report is included ensuring that Section 12.03(C)(1) has been met. One-Year Storm (CPv) Standard Per Section 12.03 C(2), the post construction peak runoff rate for the one-year, twenty-four hour (2.1 inch) rain event shall not exceed the existing peak runoff rate for the same storm event from the site under current conditions. Modeling has been provided to ensure that post development runoff rates from the 1-year storm will be less than pre-development levels. Drainage Structures In accordance with section 12.03(E) of the regulations, drainage structures must safely pass runoff from the 25 year storm event. Modeling has been provided showing that the site’s post development peak discharge rate will be less than pre-development levels and as such will have a reduced impact on the city’s stormwater drainage system. 7. Maintenance Stormwater treatment systems require maintenance to ensure proper functionality. Once constructed, the designer will be required to submit a Statement of Compliance to the City of South Burlington, City of Burlington, and the owners to verify that the stormwater treatment system was built as designed. The Filterra units will be installed by the manufacturer and inspections/maintenance will adhere to the manufacturer’s recommendations. The bioretention basins will be checked annually for signs of erosion, sediment build-up or debris, vegetated areas which need maintenance, illicit discharges, 478 Blair Park Road Williston, VT 05495 802 879 6331www.tcevt.com42 Mapleville Depot Road St. Albans, VT 05478 802 528 5116 Civil Engineering Environmental Services Land Surveying Landscape Architecture Page 5 of 5 Stormwater Narrative – 510 Shelburne Road January 12, 2022 re-routing of stormwater or any other issues which may cause the stormwater system to not properly function. A list of maintenance items for each component of the stormwater system is listed on plan sheet C4-01. The owner will be responsible for performing maintenance and/or repairs as necessary. 8. Conclusions A summary of the hydrologic performance of the site under existing conditions and proposed conditions is provided in the table below: Rain Event Existing Peak Discharge Rate (cfs) Proposed, Pre-Routed Peak Discharge Rate (cfs) Proposed, Routed Peak Discharge Rate (cfs) 1”, 24-hour (WQv)0.84 0.80 0.45 1-yr, 24-hr (CPv)2.07 1.94 1.70 25-yr, 24-hr 4.19 4.02 3.64 The development of this parcel, along with the implementation of the proposed stormwater management system, will improve the hydrologic conditions for the down gradient recipients of the site’s runoff. Further, the proposed site design meets all necessary stormwater treatment requirements set forth by the City of South Burlington. 1S Existing Property 2S DA1 5S DA4 6S DA2 12S DA3 25S DA5 (Remaining Site Not to Treatment) 26S DA1 27S DA4 28S DA2 29S DA3 30S DA5 (Remaining Site Not to Treatment) 11R PIPE SECTION 12R PIPE 2 3P Offsite 4P OFFSITE 10P Bioretention #2 15P Bioretention #1 20P Offsite Pre-Routed 23P Filterra 6x8 FTBSVIB0608 24P Filterra 6x8 FTBSVIB0608 Routing Diagram for 19-202 Stormwater - Revised Prepared by Trudell Consulting Engineers, Printed 1/11/2022 HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 2HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1" WQv Type II 24-hr Default 24.00 1 1.00 2 2 1-Yr Type II 24-hr Default 24.00 1 2.10 2 3 25-Yr Type II 24-hr Default 24.00 1 4.00 2 19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 3HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.072 84 50-75% Grass cover, Fair, HSG D (1S) 0.298 80 >75% Grass cover, Good, HSG D (2S, 5S, 6S, 12S, 25S, 26S, 27S, 28S, 29S, 30S) 0.351 96 Gravel surface, HSG D (1S) 0.989 98 Paved parking, HSG D (1S, 2S, 5S, 6S, 25S, 26S, 27S, 28S, 30S) 0.273 98 Roofs, HSG D (1S, 12S, 29S) 0.063 98 Unconnected pavement, HSG D (12S, 29S) 2.045 95 TOTAL AREA 19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 4HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.045 HSG D 1S, 2S, 5S, 6S, 12S, 25S, 26S, 27S, 28S, 29S, 30S 0.000 Other 2.045 TOTAL AREA 19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 5HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.072 0.000 0.072 50-75% Grass cover, Fair 1S 0.000 0.000 0.000 0.298 0.000 0.298 >75% Grass cover, Good 2S, 5S, 6S, 12S, 25S, 26S, 27S, 28S, 29S, 30S 0.000 0.000 0.000 0.351 0.000 0.351 Gravel surface 1S 0.000 0.000 0.000 0.989 0.000 0.989 Paved parking 1S, 2S, 5S, 6S, 25S, 26S, 27S, 28S, 30S 0.000 0.000 0.000 0.273 0.000 0.273 Roofs 1S, 12S, 29S 0.000 0.000 0.000 0.063 0.000 0.063 Unconnected pavement 12S, 29S 0.000 0.000 0.000 2.045 0.000 2.045 TOTAL AREA 19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 6HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 11R 206.60 205.65 191.0 0.0050 0.020 0.0 15.0 0.0 2 12R 205.65 205.50 24.0 0.0063 0.020 0.0 18.0 0.0 3 10P 206.25 206.15 17.0 0.0059 0.020 0.0 12.0 0.0 4 15P 206.30 205.90 44.0 0.0091 0.020 0.0 12.0 0.0 5 23P 206.80 206.60 5.0 0.0400 0.013 0.0 10.0 0.0 6 24P 206.80 206.60 5.0 0.0400 0.013 0.0 10.0 0.0 Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 7HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,700 sf 38.06% Impervious Runoff Depth=0.64"Subcatchment 1S: Existing Property Tc=0.0 min CN=WQ Runoff=0.84 cfs 0.036 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=0.74"Subcatchment 2S: DA1 Tc=0.0 min CN=WQ Runoff=0.21 cfs 0.009 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=0.53"Subcatchment 5S: DA4 Tc=0.0 min CN=WQ Runoff=0.05 cfs 0.002 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=0.70"Subcatchment 6S: DA2 Tc=0.0 min CN=WQ Runoff=0.24 cfs 0.011 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=0.65"Subcatchment 12S: DA3 Tc=0.0 min CN=WQ Runoff=0.22 cfs 0.010 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=0.41"Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.08 cfs 0.004 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=0.74"Subcatchment 26S: DA1 Tc=0.0 min CN=WQ Runoff=0.21 cfs 0.009 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=0.53"Subcatchment 27S: DA4 Tc=0.0 min CN=WQ Runoff=0.05 cfs 0.002 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=0.70"Subcatchment 28S: DA2 Tc=0.0 min CN=WQ Runoff=0.24 cfs 0.011 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=0.65"Subcatchment 29S: DA3 Tc=0.0 min CN=WQ Runoff=0.22 cfs 0.010 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=0.41"Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.08 cfs 0.004 af Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 8HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.31' Max Vel=1.69 fps Inflow=0.44 cfs 0.020 afReach 11R: PIPE SECTION 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs Outflow=0.39 cfs 0.020 af Avg. Flow Depth=0.27' Max Vel=1.78 fps Inflow=0.39 cfs 0.033 afReach 12R: PIPE 2 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs Outflow=0.39 cfs 0.033 af Inflow=0.84 cfs 0.036 afPond 3P: Offsite Primary=0.84 cfs 0.036 af Inflow=0.45 cfs 0.036 afPond 4P: OFFSITE Primary=0.45 cfs 0.036 af Peak Elev=209.47' Storage=55 cf Inflow=0.05 cfs 0.002 afPond 10P: Bioretention #2 Outflow=0.00 cfs 0.002 af Peak Elev=210.24' Storage=264 cf Inflow=0.22 cfs 0.010 afPond 15P: Bioretention #1 Outflow=0.00 cfs 0.010 af Inflow=0.80 cfs 0.036 afPond 20P: Offsite Pre-Routed Primary=0.80 cfs 0.036 af Peak Elev=209.23' Storage=2 cf Inflow=0.21 cfs 0.009 afPond 23P: Filterra 6x8 FTBSVIB0608 Outflow=0.21 cfs 0.009 af Peak Elev=209.24' Storage=2 cf Inflow=0.24 cfs 0.011 afPond 24P: Filterra 6x8 FTBSVIB0608 Outflow=0.23 cfs 0.011 af Total Runoff Area = 2.045 ac Runoff Volume = 0.109 af Average Runoff Depth = 0.64" 35.24% Pervious = 0.721 ac 64.76% Impervious = 1.325 ac Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 9HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Property [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.84 cfs @ 11.89 hrs, Volume=0.036 af, Depth= 0.64" Routed to Pond 3P : Offsite Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 15,273 96 Gravel surface, HSG D 9,322 98 Paved parking, HSG D 1,981 98 Roofs, HSG D 3,124 84 50-75% Grass cover, Fair, HSG D 29,700 Weighted Average 18,397 61.94% Pervious Area 11,303 38.06% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 10HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Existing Property Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1" WQv Rainfall=1.00" Runoff Area=29,700 sf Runoff Volume=0.036 af Runoff Depth=0.64" Tc=0.0 min CN=WQ 0.84 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 11HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.21 cfs @ 11.89 hrs, Volume=0.009 af, Depth= 0.74" Routed to Pond 23P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 12HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=6,665 sf Runoff Volume=0.009 af Runoff Depth=0.74" Tc=0.0 min CN=WQ 0.21 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 13HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.05 cfs @ 11.89 hrs, Volume=0.002 af, Depth= 0.53" Routed to Pond 10P : Bioretention #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 14HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 5S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=2,454 sf Runoff Volume=0.002 af Runoff Depth=0.53" Tc=0.0 min CN=WQ 0.05 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 15HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.24 cfs @ 11.89 hrs, Volume=0.011 af, Depth= 0.70" Routed to Pond 24P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 16HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 6S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=8,029 sf Runoff Volume=0.011 af Runoff Depth=0.70" Tc=0.0 min CN=WQ 0.24 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 17HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.22 cfs @ 11.89 hrs, Volume=0.010 af, Depth= 0.65" Routed to Pond 15P : Bioretention #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 18HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 12S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=7,899 sf Runoff Volume=0.010 af Runoff Depth=0.65" Tc=0.0 min CN=WQ 0.22 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 19HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.08 cfs @ 11.89 hrs, Volume=0.004 af, Depth= 0.41" Routed to Pond 4P : OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 20HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=4,653 sf Runoff Volume=0.004 af Runoff Depth=0.41" Tc=0.0 min CN=WQ 0.08 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 21HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.21 cfs @ 11.89 hrs, Volume=0.009 af, Depth= 0.74" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 22HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 26S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=6,665 sf Runoff Volume=0.009 af Runoff Depth=0.74" Tc=0.0 min CN=WQ 0.21 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 23HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.05 cfs @ 11.89 hrs, Volume=0.002 af, Depth= 0.53" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 24HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 27S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=2,454 sf Runoff Volume=0.002 af Runoff Depth=0.53" Tc=0.0 min CN=WQ 0.05 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 25HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.24 cfs @ 11.89 hrs, Volume=0.011 af, Depth= 0.70" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 26HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 28S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=8,029 sf Runoff Volume=0.011 af Runoff Depth=0.70" Tc=0.0 min CN=WQ 0.24 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 27HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.22 cfs @ 11.89 hrs, Volume=0.010 af, Depth= 0.65" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 28HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 29S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=7,899 sf Runoff Volume=0.010 af Runoff Depth=0.65" Tc=0.0 min CN=WQ 0.22 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 29HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.08 cfs @ 11.89 hrs, Volume=0.004 af, Depth= 0.41" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1" WQv Rainfall=1.00" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 30HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1" WQv Rainfall=1.00" Runoff Area=4,653 sf Runoff Volume=0.004 af Runoff Depth=0.41" Tc=0.0 min CN=WQ 0.08 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 31HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: PIPE SECTION [52] Hint: Inlet/Outlet conditions not evaluated [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.11' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.11' Inflow Area =0.337 ac, 89.61% Impervious, Inflow Depth = 0.72" for 1" WQv event Inflow =0.44 cfs @ 11.89 hrs, Volume=0.020 af Outflow =0.39 cfs @ 11.94 hrs, Volume=0.020 af, Atten= 11%, Lag= 2.9 min Routed to Reach 12R : PIPE 2 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 1.69 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.47 fps, Avg. Travel Time= 6.7 min Peak Storage= 46 cf @ 11.91 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 1.08' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 2.96 cfs 15.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 191.0' Slope= 0.0050 '/' Inlet Invert= 206.60', Outlet Invert= 205.65' Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 32HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 11R: PIPE SECTION Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.337 ac Avg. Flow Depth=0.31' Max Vel=1.69 fps 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs 0.44 cfs 0.39 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 33HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: PIPE 2 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 11R OUTLET depth by 0.03' @ 25.35 hrs [79] Warning: Submerged Pond 15P Primary device # 1 OUTLET by 0.02' Inflow Area =0.575 ac, 83.97% Impervious, Inflow Depth = 0.68" for 1" WQv event Inflow =0.39 cfs @ 11.94 hrs, Volume=0.033 af Outflow =0.39 cfs @ 11.94 hrs, Volume=0.033 af, Atten= 1%, Lag= 0.3 min Routed to Pond 4P : OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 1.78 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.50 fps, Avg. Travel Time= 0.8 min Peak Storage= 5 cf @ 11.94 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 1.16' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 5.40 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 24.0' Slope= 0.0063 '/' Inlet Invert= 205.65', Outlet Invert= 205.50' Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 34HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 12R: PIPE 2 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 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=0.575 ac Avg. Flow Depth=0.27' Max Vel=1.78 fps 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs 0.39 cfs 0.39 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 35HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Offsite [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 38.06% Impervious, Inflow Depth = 0.64" for 1" WQv event Inflow =0.84 cfs @ 11.89 hrs, Volume=0.036 af Primary =0.84 cfs @ 11.89 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 3P: Offsite InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.682 ac 0.84 cfs 0.84 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 36HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: OFFSITE [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 0.64" for 1" WQv event Inflow =0.45 cfs @ 11.93 hrs, Volume=0.036 af Primary =0.45 cfs @ 11.93 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 4P: OFFSITE InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 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=0.682 ac 0.45 cfs 0.45 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 37HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Bioretention #2 Inflow Area =0.056 ac, 62.55% Impervious, Inflow Depth = 0.53" for 1" WQv event Inflow =0.05 cfs @ 11.89 hrs, Volume=0.002 af Outflow =0.00 cfs @ 13.41 hrs, Volume=0.002 af, Atten= 96%, Lag= 90.9 min Primary =0.00 cfs @ 13.41 hrs, Volume=0.002 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 209.47' @ 13.41 hrs Surf.Area= 164 sf Storage= 55 cf Plug-Flow detention time= 317.3 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 317.3 min ( 1,106.3 - 788.9 ) Volume Invert Avail.Storage Storage Description #1 209.00'176 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) 209.00 74 101.8 0 0 74 210.00 304 126.6 176 176 539 Device Routing Invert Outlet Devices #1 Primary 206.25'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.25' / 206.15' S= 0.0059 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.00'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=0.00 cfs @ 13.41 hrs HW=209.47' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 4.93 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 38HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 10P: Bioretention #2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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=0.056 ac Peak Elev=209.47' Storage=55 cf 0.05 cfs 0.00 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 39HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 15P: Bioretention #1 Inflow Area =0.181 ac, 80.15% Impervious, Inflow Depth = 0.65" for 1" WQv event Inflow =0.22 cfs @ 11.89 hrs, Volume=0.010 af Outflow =0.00 cfs @ 15.36 hrs, Volume=0.010 af, Atten= 98%, Lag= 208.3 min Primary =0.00 cfs @ 15.36 hrs, Volume=0.010 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 210.24' @ 15.36 hrs Surf.Area= 355 sf Storage= 264 cf Plug-Flow detention time= 701.5 min calculated for 0.010 af (100% of inflow) Center-of-Mass det. time= 701.3 min ( 1,484.6 - 783.3 ) Volume Invert Avail.Storage Storage Description #1 209.25'589 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) 209.25 183 81.3 0 0 183 210.00 312 90.8 183 183 328 211.00 506 103.6 405 589 549 Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 44.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 205.90' S= 0.0091 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 210.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.25'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=0.00 cfs @ 15.36 hrs HW=210.24' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 5.07 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 40HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 15P: Bioretention #1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.181 ac Peak Elev=210.24' Storage=264 cf 0.22 cfs 0.00 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 41HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 20P: Offsite Pre-Routed [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 0.64" for 1" WQv event Inflow =0.80 cfs @ 11.89 hrs, Volume=0.036 af Primary =0.80 cfs @ 11.89 hrs, Volume=0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 20P: Offsite Pre-Routed InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.682 ac 0.80 cfs 0.80 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 42HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.153 ac, 92.75% Impervious, Inflow Depth = 0.74" for 1" WQv event Inflow =0.21 cfs @ 11.89 hrs, Volume=0.009 af Outflow =0.21 cfs @ 11.89 hrs, Volume=0.009 af, Atten= 2%, Lag= 0.1 min Primary =0.21 cfs @ 11.89 hrs, Volume=0.009 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.23' @ 11.90 hrs Surf.Area= 48 sf Storage= 2 cf Plug-Flow detention time= 2.8 min calculated for 0.009 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 780.7 - 780.4 ) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.20 cfs @ 11.89 hrs HW=209.23' (Free Discharge) 1=CMP_Round 10" (Passes 0.20 cfs of 3.72 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.04 cfs @ 0.55 fps) Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 43HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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=0.153 ac Peak Elev=209.23' Storage=2 cf 0.21 cfs 0.21 cfs Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 44HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.184 ac, 87.00% Impervious, Inflow Depth = 0.70" for 1" WQv event Inflow =0.24 cfs @ 11.89 hrs, Volume=0.011 af Outflow =0.23 cfs @ 11.89 hrs, Volume=0.011 af, Atten= 2%, Lag= 0.2 min Primary =0.23 cfs @ 11.89 hrs, Volume=0.011 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.24' @ 11.89 hrs Surf.Area= 48 sf Storage= 2 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.22 cfs @ 11.89 hrs HW=209.24' (Free Discharge) 1=CMP_Round 10" (Passes 0.22 cfs of 3.74 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.07 cfs @ 0.65 fps) Type II 24-hr 1" WQv Rainfall=1.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 45HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.184 ac Peak Elev=209.24' Storage=2 cf 0.24 cfs 0.23 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 46HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,700 sf 38.06% Impervious Runoff Depth=1.66"Subcatchment 1S: Existing Property Tc=0.0 min CN=WQ Runoff=2.07 cfs 0.094 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=1.78"Subcatchment 2S: DA1 Tc=0.0 min CN=WQ Runoff=0.48 cfs 0.023 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=1.41"Subcatchment 5S: DA4 Tc=0.0 min CN=WQ Runoff=0.14 cfs 0.007 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=1.71"Subcatchment 6S: DA2 Tc=0.0 min CN=WQ Runoff=0.56 cfs 0.026 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=1.63"Subcatchment 12S: DA3 Tc=0.0 min CN=WQ Runoff=0.52 cfs 0.025 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=1.21"Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.24 cfs 0.011 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=1.78"Subcatchment 26S: DA1 Tc=0.0 min CN=WQ Runoff=0.48 cfs 0.023 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=1.41"Subcatchment 27S: DA4 Tc=0.0 min CN=WQ Runoff=0.14 cfs 0.007 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=1.71"Subcatchment 28S: DA2 Tc=0.0 min CN=WQ Runoff=0.56 cfs 0.026 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=1.63"Subcatchment 29S: DA3 Tc=0.0 min CN=WQ Runoff=0.52 cfs 0.025 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=1.21"Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.24 cfs 0.011 af Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 47HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.49' Max Vel=2.16 fps Inflow=1.03 cfs 0.049 afReach 11R: PIPE SECTION 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs Outflow=0.92 cfs 0.049 af Avg. Flow Depth=0.54' Max Vel=2.59 fps Inflow=1.53 cfs 0.081 afReach 12R: PIPE 2 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs Outflow=1.50 cfs 0.081 af Inflow=2.07 cfs 0.094 afPond 3P: Offsite Primary=2.07 cfs 0.094 af Inflow=1.70 cfs 0.091 afPond 4P: OFFSITE Primary=1.70 cfs 0.091 af Peak Elev=209.55' Storage=69 cf Inflow=0.14 cfs 0.007 afPond 10P: Bioretention #2 Outflow=0.13 cfs 0.007 af Peak Elev=210.63' Storage=417 cf Inflow=0.52 cfs 0.025 afPond 15P: Bioretention #1 Outflow=0.49 cfs 0.025 af Inflow=1.94 cfs 0.091 afPond 20P: Offsite Pre-Routed Primary=1.94 cfs 0.091 af Peak Elev=209.31' Storage=5 cf Inflow=0.48 cfs 0.023 afPond 23P: Filterra 6x8 FTBSVIB0608 Outflow=0.48 cfs 0.023 af Peak Elev=209.33' Storage=6 cf Inflow=0.56 cfs 0.026 afPond 24P: Filterra 6x8 FTBSVIB0608 Outflow=0.55 cfs 0.027 af Total Runoff Area = 2.045 ac Runoff Volume = 0.276 af Average Runoff Depth = 1.62" 35.24% Pervious = 0.721 ac 64.76% Impervious = 1.325 ac Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 48HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Property [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =2.07 cfs @ 11.89 hrs, Volume=0.094 af, Depth= 1.66" Routed to Pond 3P : Offsite Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 15,273 96 Gravel surface, HSG D 9,322 98 Paved parking, HSG D 1,981 98 Roofs, HSG D 3,124 84 50-75% Grass cover, Fair, HSG D 29,700 Weighted Average 18,397 61.94% Pervious Area 11,303 38.06% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 49HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Existing Property Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=29,700 sf Runoff Volume=0.094 af Runoff Depth=1.66" Tc=0.0 min CN=WQ 2.07 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 50HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.48 cfs @ 11.89 hrs, Volume=0.023 af, Depth= 1.78" Routed to Pond 23P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 51HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=6,665 sf Runoff Volume=0.023 af Runoff Depth=1.78" Tc=0.0 min CN=WQ 0.48 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 52HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.14 cfs @ 11.89 hrs, Volume=0.007 af, Depth= 1.41" Routed to Pond 10P : Bioretention #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 53HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 5S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1-Yr Rainfall=2.10" Runoff Area=2,454 sf Runoff Volume=0.007 af Runoff Depth=1.41" Tc=0.0 min CN=WQ 0.14 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 54HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.56 cfs @ 11.89 hrs, Volume=0.026 af, Depth= 1.71" Routed to Pond 24P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 55HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 6S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=8,029 sf Runoff Volume=0.026 af Runoff Depth=1.71" Tc=0.0 min CN=WQ 0.56 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 56HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.52 cfs @ 11.89 hrs, Volume=0.025 af, Depth= 1.63" Routed to Pond 15P : Bioretention #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 57HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 12S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=7,899 sf Runoff Volume=0.025 af Runoff Depth=1.63" Tc=0.0 min CN=WQ 0.52 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 58HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.24 cfs @ 11.89 hrs, Volume=0.011 af, Depth= 1.21" Routed to Pond 4P : OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 59HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1-Yr Rainfall=2.10" Runoff Area=4,653 sf Runoff Volume=0.011 af Runoff Depth=1.21" Tc=0.0 min CN=WQ 0.24 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 60HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.48 cfs @ 11.89 hrs, Volume=0.023 af, Depth= 1.78" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 61HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 26S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=6,665 sf Runoff Volume=0.023 af Runoff Depth=1.78" Tc=0.0 min CN=WQ 0.48 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 62HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.14 cfs @ 11.89 hrs, Volume=0.007 af, Depth= 1.41" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 63HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 27S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1-Yr Rainfall=2.10" Runoff Area=2,454 sf Runoff Volume=0.007 af Runoff Depth=1.41" Tc=0.0 min CN=WQ 0.14 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 64HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.56 cfs @ 11.89 hrs, Volume=0.026 af, Depth= 1.71" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 65HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 28S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=8,029 sf Runoff Volume=0.026 af Runoff Depth=1.71" Tc=0.0 min CN=WQ 0.56 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 66HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.52 cfs @ 11.89 hrs, Volume=0.025 af, Depth= 1.63" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 67HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 29S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=2.10" Runoff Area=7,899 sf Runoff Volume=0.025 af Runoff Depth=1.63" Tc=0.0 min CN=WQ 0.52 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 68HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.24 cfs @ 11.89 hrs, Volume=0.011 af, Depth= 1.21" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.10" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 69HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 II 24-hr 1-Yr Rainfall=2.10" Runoff Area=4,653 sf Runoff Volume=0.011 af Runoff Depth=1.21" Tc=0.0 min CN=WQ 0.24 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 70HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: PIPE SECTION [52] Hint: Inlet/Outlet conditions not evaluated [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.29' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.29' Inflow Area =0.337 ac, 89.61% Impervious, Inflow Depth = 1.76" for 1-Yr event Inflow =1.03 cfs @ 11.89 hrs, Volume=0.049 af Outflow =0.92 cfs @ 11.93 hrs, Volume=0.049 af, Atten= 10%, Lag= 2.3 min Routed to Reach 12R : PIPE 2 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 2.16 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.60 fps, Avg. Travel Time= 5.3 min Peak Storage= 86 cf @ 11.90 hrs Average Depth at Peak Storage= 0.49' , Surface Width= 1.22' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 2.96 cfs 15.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 191.0' Slope= 0.0050 '/' Inlet Invert= 206.60', Outlet Invert= 205.65' Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 71HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 11R: PIPE SECTION Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.337 ac Avg. Flow Depth=0.49' Max Vel=2.16 fps 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs 1.03 cfs 0.92 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 72HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: PIPE 2 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 11R OUTLET depth by 0.10' @ 12.00 hrs [79] Warning: Submerged Pond 10P Primary device # 1 OUTLET by 0.03' [79] Warning: Submerged Pond 15P Primary device # 1 OUTLET by 0.28' Inflow Area =0.575 ac, 83.97% Impervious, Inflow Depth = 1.68" for 1-Yr event Inflow =1.53 cfs @ 11.92 hrs, Volume=0.081 af Outflow =1.50 cfs @ 11.93 hrs, Volume=0.081 af, Atten= 2%, Lag= 0.5 min Routed to Pond 4P : OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 2.59 fps, Min. Travel Time= 0.2 min Avg. Velocity = 0.56 fps, Avg. Travel Time= 0.7 min Peak Storage= 14 cf @ 11.93 hrs Average Depth at Peak Storage= 0.54' , Surface Width= 1.44' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 5.40 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 24.0' Slope= 0.0063 '/' Inlet Invert= 205.65', Outlet Invert= 205.50' Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 73HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 12R: PIPE 2 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.575 ac Avg. Flow Depth=0.54' Max Vel=2.59 fps 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs 1.53 cfs 1.50 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 74HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Offsite [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 38.06% Impervious, Inflow Depth = 1.66" for 1-Yr event Inflow =2.07 cfs @ 11.89 hrs, Volume=0.094 af Primary =2.07 cfs @ 11.89 hrs, Volume=0.094 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 3P: Offsite InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.682 ac 2.07 cfs 2.07 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 75HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: OFFSITE [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 1.61" for 1-Yr event Inflow =1.70 cfs @ 11.92 hrs, Volume=0.091 af Primary =1.70 cfs @ 11.92 hrs, Volume=0.091 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 4P: OFFSITE InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.682 ac 1.70 cfs 1.70 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 76HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Bioretention #2 Inflow Area =0.056 ac, 62.55% Impervious, Inflow Depth = 1.41" for 1-Yr event Inflow =0.14 cfs @ 11.89 hrs, Volume=0.007 af Outflow =0.13 cfs @ 11.90 hrs, Volume=0.007 af, Atten= 6%, Lag= 0.4 min Primary =0.13 cfs @ 11.90 hrs, Volume=0.007 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 209.55' @ 11.90 hrs Surf.Area= 182 sf Storage= 69 cf Plug-Flow detention time= 199.2 min calculated for 0.007 af (100% of inflow) Center-of-Mass det. time= 199.5 min ( 973.4 - 773.8 ) Volume Invert Avail.Storage Storage Description #1 209.00'176 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) 209.00 74 101.8 0 0 74 210.00 304 126.6 176 176 539 Device Routing Invert Outlet Devices #1 Primary 206.25'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.25' / 206.15' S= 0.0059 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.00'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=0.13 cfs @ 11.90 hrs HW=209.55' (Free Discharge) 1=Culvert (Passes 0.13 cfs of 5.00 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.13 cfs @ 0.76 fps) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 77HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 10P: Bioretention #2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.056 ac Peak Elev=209.55' Storage=69 cf 0.14 cfs 0.13 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 78HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 15P: Bioretention #1 Inflow Area =0.181 ac, 80.15% Impervious, Inflow Depth = 1.63" for 1-Yr event Inflow =0.52 cfs @ 11.89 hrs, Volume=0.025 af Outflow =0.49 cfs @ 11.92 hrs, Volume=0.025 af, Atten= 6%, Lag= 1.9 min Primary =0.49 cfs @ 11.92 hrs, Volume=0.025 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 210.63' @ 11.92 hrs Surf.Area= 430 sf Storage= 417 cf Plug-Flow detention time= 522.9 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 523.8 min ( 1,288.5 - 764.7 ) Volume Invert Avail.Storage Storage Description #1 209.25'589 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) 209.25 183 81.3 0 0 183 210.00 312 90.8 183 183 328 211.00 506 103.6 405 589 549 Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 44.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 205.90' S= 0.0091 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 210.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.25'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=0.44 cfs @ 11.92 hrs HW=210.62' (Free Discharge) 1=Culvert (Passes 0.44 cfs of 5.35 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.43 cfs @ 1.14 fps) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 79HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 15P: Bioretention #1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.181 ac Peak Elev=210.63' Storage=417 cf 0.52 cfs 0.49 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 80HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 20P: Offsite Pre-Routed [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 1.60" for 1-Yr event Inflow =1.94 cfs @ 11.89 hrs, Volume=0.091 af Primary =1.94 cfs @ 11.89 hrs, Volume=0.091 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 20P: Offsite Pre-Routed InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.682 ac 1.94 cfs 1.94 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 81HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.153 ac, 92.75% Impervious, Inflow Depth = 1.78" for 1-Yr event Inflow =0.48 cfs @ 11.89 hrs, Volume=0.023 af Outflow =0.48 cfs @ 11.89 hrs, Volume=0.023 af, Atten= 1%, Lag= 0.1 min Primary =0.48 cfs @ 11.89 hrs, Volume=0.023 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.31' @ 11.89 hrs Surf.Area= 48 sf Storage= 5 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.45 cfs @ 11.89 hrs HW=209.31' (Free Discharge) 1=CMP_Round 10" (Passes 0.45 cfs of 3.80 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.30 cfs @ 1.07 fps) Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 82HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.153 ac Peak Elev=209.31' Storage=5 cf 0.48 cfs 0.48 cfs Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 83HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.184 ac, 87.00% Impervious, Inflow Depth = 1.71" for 1-Yr event Inflow =0.56 cfs @ 11.89 hrs, Volume=0.026 af Outflow =0.55 cfs @ 11.89 hrs, Volume=0.027 af, Atten= 1%, Lag= 0.1 min Primary =0.55 cfs @ 11.89 hrs, Volume=0.027 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.33' @ 11.89 hrs Surf.Area= 48 sf Storage= 6 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.53 cfs @ 11.89 hrs HW=209.32' (Free Discharge) 1=CMP_Round 10" (Passes 0.53 cfs of 3.81 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.37 cfs @ 1.15 fps) Type II 24-hr 1-Yr Rainfall=2.10"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 84HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.184 ac Peak Elev=209.33' Storage=6 cf 0.56 cfs 0.55 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 85HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,700 sf 38.06% Impervious Runoff Depth=3.50"Subcatchment 1S: Existing Property Tc=0.0 min CN=WQ Runoff=4.19 cfs 0.199 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=3.64"Subcatchment 2S: DA1 Tc=0.0 min CN=WQ Runoff=0.95 cfs 0.046 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=3.12"Subcatchment 5S: DA4 Tc=0.0 min CN=WQ Runoff=0.31 cfs 0.015 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=3.54"Subcatchment 6S: DA2 Tc=0.0 min CN=WQ Runoff=1.12 cfs 0.054 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=3.42"Subcatchment 12S: DA3 Tc=0.0 min CN=WQ Runoff=1.08 cfs 0.052 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=2.84"Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.56 cfs 0.025 af Runoff Area=6,665 sf 92.75% Impervious Runoff Depth=3.64"Subcatchment 26S: DA1 Tc=0.0 min CN=WQ Runoff=0.95 cfs 0.046 af Runoff Area=2,454 sf 62.55% Impervious Runoff Depth=3.12"Subcatchment 27S: DA4 Tc=0.0 min CN=WQ Runoff=0.31 cfs 0.015 af Runoff Area=8,029 sf 87.00% Impervious Runoff Depth=3.54"Subcatchment 28S: DA2 Tc=0.0 min CN=WQ Runoff=1.12 cfs 0.054 af Runoff Area=7,899 sf 80.15% Impervious Runoff Depth=3.42"Subcatchment 29S: DA3 Tc=0.0 min CN=WQ Runoff=1.08 cfs 0.052 af Runoff Area=4,653 sf 46.57% Impervious Runoff Depth=2.84"Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Tc=0.0 min CN=WQ Runoff=0.56 cfs 0.025 af Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 86HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.74' Max Vel=2.58 fps Inflow=2.06 cfs 0.101 afReach 11R: PIPE SECTION 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs Outflow=1.84 cfs 0.101 af Avg. Flow Depth=0.82' Max Vel=3.16 fps Inflow=3.14 cfs 0.167 afReach 12R: PIPE 2 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs Outflow=3.11 cfs 0.167 af Inflow=4.19 cfs 0.199 afPond 3P: Offsite Primary=4.19 cfs 0.199 af Inflow=3.64 cfs 0.193 afPond 4P: OFFSITE Primary=3.64 cfs 0.193 af Peak Elev=209.59' Storage=76 cf Inflow=0.31 cfs 0.015 afPond 10P: Bioretention #2 Outflow=0.30 cfs 0.015 af Peak Elev=210.71' Storage=452 cf Inflow=1.08 cfs 0.052 afPond 15P: Bioretention #1 Outflow=1.02 cfs 0.052 af Inflow=4.02 cfs 0.192 afPond 20P: Offsite Pre-Routed Primary=4.02 cfs 0.192 af Peak Elev=209.40' Storage=10 cf Inflow=0.95 cfs 0.046 afPond 23P: Filterra 6x8 FTBSVIB0608 Outflow=0.94 cfs 0.047 af Peak Elev=209.43' Storage=11 cf Inflow=1.12 cfs 0.054 afPond 24P: Filterra 6x8 FTBSVIB0608 Outflow=1.11 cfs 0.054 af Total Runoff Area = 2.045 ac Runoff Volume = 0.584 af Average Runoff Depth = 3.43" 35.24% Pervious = 0.721 ac 64.76% Impervious = 1.325 ac Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 87HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Property [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =4.19 cfs @ 11.89 hrs, Volume=0.199 af, Depth= 3.50" Routed to Pond 3P : Offsite Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 15,273 96 Gravel surface, HSG D 9,322 98 Paved parking, HSG D 1,981 98 Roofs, HSG D 3,124 84 50-75% Grass cover, Fair, HSG D 29,700 Weighted Average 18,397 61.94% Pervious Area 11,303 38.06% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 88HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Existing Property Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=29,700 sf Runoff Volume=0.199 af Runoff Depth=3.50" Tc=0.0 min CN=WQ 4.19 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 89HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.95 cfs @ 11.89 hrs, Volume=0.046 af, Depth= 3.64" Routed to Pond 23P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 90HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 2S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=6,665 sf Runoff Volume=0.046 af Runoff Depth=3.64" Tc=0.0 min CN=WQ 0.95 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 91HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.31 cfs @ 11.89 hrs, Volume=0.015 af, Depth= 3.12" Routed to Pond 10P : Bioretention #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 92HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 5S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 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 II 24-hr 25-Yr Rainfall=4.00" Runoff Area=2,454 sf Runoff Volume=0.015 af Runoff Depth=3.12" Tc=0.0 min CN=WQ 0.31 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 93HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =1.12 cfs @ 11.89 hrs, Volume=0.054 af, Depth= 3.54" Routed to Pond 24P : Filterra 6x8 FTBSVIB0608 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 94HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 6S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=8,029 sf Runoff Volume=0.054 af Runoff Depth=3.54" Tc=0.0 min CN=WQ 1.12 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 95HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =1.08 cfs @ 11.89 hrs, Volume=0.052 af, Depth= 3.42" Routed to Pond 15P : Bioretention #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 96HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 12S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=7,899 sf Runoff Volume=0.052 af Runoff Depth=3.42" Tc=0.0 min CN=WQ 1.08 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 97HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.56 cfs @ 11.89 hrs, Volume=0.025 af, Depth= 2.84" Routed to Pond 4P : OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 98HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 25S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=4,653 sf Runoff Volume=0.025 af Runoff Depth=2.84" Tc=0.0 min CN=WQ 0.56 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 99HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: DA1 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.95 cfs @ 11.89 hrs, Volume=0.046 af, Depth= 3.64" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 6,182 98 Paved parking, HSG D 483 80 >75% Grass cover, Good, HSG D 6,665 Weighted Average 483 7.25% Pervious Area 6,182 92.75% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 100HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 26S: DA1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=6,665 sf Runoff Volume=0.046 af Runoff Depth=3.64" Tc=0.0 min CN=WQ 0.95 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 101HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA4 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.31 cfs @ 11.89 hrs, Volume=0.015 af, Depth= 3.12" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 1,535 98 Paved parking, HSG D 919 80 >75% Grass cover, Good, HSG D 2,454 Weighted Average 919 37.45% Pervious Area 1,535 62.55% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 102HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 27S: DA4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 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 II 24-hr 25-Yr Rainfall=4.00" Runoff Area=2,454 sf Runoff Volume=0.015 af Runoff Depth=3.12" Tc=0.0 min CN=WQ 0.31 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 103HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: DA2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =1.12 cfs @ 11.89 hrs, Volume=0.054 af, Depth= 3.54" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 6,985 98 Paved parking, HSG D 1,044 80 >75% Grass cover, Good, HSG D 8,029 Weighted Average 1,044 13.00% Pervious Area 6,985 87.00% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 104HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 28S: DA2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=8,029 sf Runoff Volume=0.054 af Runoff Depth=3.54" Tc=0.0 min CN=WQ 1.12 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 105HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA3 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =1.08 cfs @ 11.89 hrs, Volume=0.052 af, Depth= 3.42" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 4,962 98 Roofs, HSG D 1,369 98 Unconnected pavement, HSG D 1,568 80 >75% Grass cover, Good, HSG D 7,899 Weighted Average 1,568 19.85% Pervious Area 6,331 80.15% Impervious Area 1,369 21.62% Unconnected Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 106HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 29S: DA3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=7,899 sf Runoff Volume=0.052 af Runoff Depth=3.42" Tc=0.0 min CN=WQ 1.08 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 107HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: DA5 (Remaining Site Not to Treatment) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff =0.56 cfs @ 11.89 hrs, Volume=0.025 af, Depth= 2.84" Routed to Pond 20P : Offsite Pre-Routed Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Yr Rainfall=4.00" Area (sf) CN Description 2,167 98 Paved parking, HSG D 2,486 80 >75% Grass cover, Good, HSG D 4,653 Weighted Average 2,486 53.43% Pervious Area 2,167 46.57% Impervious Area Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 108HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Subcatchment 30S: DA5 (Remaining Site Not to Treatment) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-Yr Rainfall=4.00" Runoff Area=4,653 sf Runoff Volume=0.025 af Runoff Depth=2.84" Tc=0.0 min CN=WQ 0.56 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 109HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 11R: PIPE SECTION [52] Hint: Inlet/Outlet conditions not evaluated [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.54' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.54' Inflow Area =0.337 ac, 89.61% Impervious, Inflow Depth = 3.59" for 25-Yr event Inflow =2.06 cfs @ 11.89 hrs, Volume=0.101 af Outflow =1.84 cfs @ 11.92 hrs, Volume=0.101 af, Atten= 11%, Lag= 1.7 min Routed to Reach 12R : PIPE 2 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 2.58 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.74 fps, Avg. Travel Time= 4.3 min Peak Storage= 145 cf @ 11.90 hrs Average Depth at Peak Storage= 0.74' , Surface Width= 1.23' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 2.96 cfs 15.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 191.0' Slope= 0.0050 '/' Inlet Invert= 206.60', Outlet Invert= 205.65' Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 110HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 11R: PIPE SECTION Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.337 ac Avg. Flow Depth=0.74' Max Vel=2.58 fps 15.0" Round Pipe n=0.020 L=191.0' S=0.0050 '/' Capacity=2.96 cfs 2.06 cfs 1.84 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 111HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Reach 12R: PIPE 2 [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 11R OUTLET depth by 0.14' @ 12.00 hrs [79] Warning: Submerged Pond 10P Primary device # 1 INLET by 0.22' [79] Warning: Submerged Pond 15P Primary device # 1 INLET by 0.17' Inflow Area =0.575 ac, 83.97% Impervious, Inflow Depth = 3.49" for 25-Yr event Inflow =3.14 cfs @ 11.91 hrs, Volume=0.167 af Outflow =3.11 cfs @ 11.91 hrs, Volume=0.167 af, Atten= 1%, Lag= 0.2 min Routed to Pond 4P : OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 3.16 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.64 fps, Avg. Travel Time= 0.6 min Peak Storage= 24 cf @ 11.91 hrs Average Depth at Peak Storage= 0.82' , Surface Width= 1.49' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 5.40 cfs 18.0" Round Pipe n= 0.020 Corrugated PE, corrugated interior Length= 24.0' Slope= 0.0063 '/' Inlet Invert= 205.65', Outlet Invert= 205.50' Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 112HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Reach 12R: PIPE 2 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.575 ac Avg. Flow Depth=0.82' Max Vel=3.16 fps 18.0" Round Pipe n=0.020 L=24.0' S=0.0063 '/' Capacity=5.40 cfs 3.14 cfs 3.11 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 113HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: Offsite [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 38.06% Impervious, Inflow Depth = 3.50" for 25-Yr event Inflow =4.19 cfs @ 11.89 hrs, Volume=0.199 af Primary =4.19 cfs @ 11.89 hrs, Volume=0.199 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 3P: Offsite InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=0.682 ac 4.19 cfs 4.19 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 114HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: OFFSITE [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 3.39" for 25-Yr event Inflow =3.64 cfs @ 11.91 hrs, Volume=0.193 af Primary =3.64 cfs @ 11.91 hrs, Volume=0.193 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 4P: OFFSITE InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=0.682 ac 3.64 cfs 3.64 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 115HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Bioretention #2 Inflow Area =0.056 ac, 62.55% Impervious, Inflow Depth = 3.12" for 25-Yr event Inflow =0.31 cfs @ 11.89 hrs, Volume=0.015 af Outflow =0.30 cfs @ 11.90 hrs, Volume=0.015 af, Atten= 4%, Lag= 0.5 min Primary =0.30 cfs @ 11.90 hrs, Volume=0.015 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 209.59' @ 11.90 hrs Surf.Area= 192 sf Storage= 76 cf Plug-Flow detention time= 114.8 min calculated for 0.015 af (100% of inflow) Center-of-Mass det. time= 115.2 min ( 877.4 - 762.2 ) Volume Invert Avail.Storage Storage Description #1 209.00'176 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) 209.00 74 101.8 0 0 74 210.00 304 126.6 176 176 539 Device Routing Invert Outlet Devices #1 Primary 206.25'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.25' / 206.15' S= 0.0059 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 209.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.00'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=0.30 cfs @ 11.90 hrs HW=209.59' (Free Discharge) 1=Culvert (Passes 0.30 cfs of 5.03 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.29 cfs @ 1.00 fps) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 116HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 10P: Bioretention #2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 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=0.056 ac Peak Elev=209.59' Storage=76 cf 0.31 cfs 0.30 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 117HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 15P: Bioretention #1 Inflow Area =0.181 ac, 80.15% Impervious, Inflow Depth = 3.42" for 25-Yr event Inflow =1.08 cfs @ 11.89 hrs, Volume=0.052 af Outflow =1.02 cfs @ 11.90 hrs, Volume=0.052 af, Atten= 6%, Lag= 0.7 min Primary =1.02 cfs @ 11.90 hrs, Volume=0.052 af Routed to Reach 12R : PIPE 2 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 210.71' @ 11.90 hrs Surf.Area= 446 sf Storage= 452 cf Plug-Flow detention time= 273.0 min calculated for 0.052 af (100% of inflow) Center-of-Mass det. time= 274.1 min ( 1,026.1 - 751.9 ) Volume Invert Avail.Storage Storage Description #1 209.25'589 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) 209.25 183 81.3 0 0 183 210.00 312 90.8 183 183 328 211.00 506 103.6 405 589 549 Device Routing Invert Outlet Devices #1 Primary 206.30'12.0" Round Culvert L= 44.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 206.30' / 205.90' S= 0.0091 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #2 Device 1 210.50'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 209.25'0.500 in/hr Exfiltration over Surface area Primary OutFlow Max=1.01 cfs @ 11.90 hrs HW=210.71' (Free Discharge) 1=Culvert (Passes 1.01 cfs of 5.41 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.01 cfs @ 1.51 fps) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 118HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 15P: Bioretention #1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.181 ac Peak Elev=210.71' Storage=452 cf 1.08 cfs 1.02 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 119HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 20P: Offsite Pre-Routed [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.682 ac, 78.11% Impervious, Inflow Depth = 3.39" for 25-Yr event Inflow =4.02 cfs @ 11.89 hrs, Volume=0.192 af Primary =4.02 cfs @ 11.89 hrs, Volume=0.192 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Pond 20P: Offsite Pre-Routed InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=0.682 ac 4.02 cfs 4.02 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 120HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.153 ac, 92.75% Impervious, Inflow Depth = 3.64" for 25-Yr event Inflow =0.95 cfs @ 11.89 hrs, Volume=0.046 af Outflow =0.94 cfs @ 11.89 hrs, Volume=0.047 af, Atten= 1%, Lag= 0.0 min Primary =0.94 cfs @ 11.89 hrs, Volume=0.047 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.40' @ 11.89 hrs Surf.Area= 48 sf Storage= 10 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 745.8 - 745.7 ) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.90 cfs @ 11.89 hrs HW=209.40' (Free Discharge) 1=CMP_Round 10" (Passes 0.90 cfs of 3.88 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.74 cfs @ 1.45 fps) Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 121HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 23P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.153 ac Peak Elev=209.40' Storage=10 cf 0.95 cfs 0.94 cfs Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 122HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Summary for Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Area =0.184 ac, 87.00% Impervious, Inflow Depth = 3.54" for 25-Yr event Inflow =1.12 cfs @ 11.89 hrs, Volume=0.054 af Outflow =1.11 cfs @ 11.89 hrs, Volume=0.054 af, Atten= 1%, Lag= 0.0 min Primary =1.11 cfs @ 11.89 hrs, Volume=0.054 af Routed to Reach 11R : PIPE SECTION Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 209.43' @ 11.89 hrs Surf.Area= 48 sf Storage= 11 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 748.5 - 748.4 ) Volume Invert Avail.Storage Storage Description #1 209.20'48 cf 8.00'W x 6.00'L x 1.00'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 206.80'10.0" Round CMP_Round 10"L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 206.80' / 206.60' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf #2 Device 1 209.20'140.000 in/hr Exfiltration over Surface area #3 Device 1 209.20'10.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.06 cfs @ 11.89 hrs HW=209.42' (Free Discharge) 1=CMP_Round 10" (Passes 1.06 cfs of 3.90 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 3=Orifice/Grate (Weir Controls 0.91 cfs @ 1.55 fps) Type II 24-hr 25-Yr Rainfall=4.00"19-202 Stormwater - Revised Printed 1/11/2022Prepared by Trudell Consulting Engineers Page 123HydroCAD® 10.10-6a s/n 02145 © 2020 HydroCAD Software Solutions LLC Pond 24P: Filterra 6x8 FTBSVIB0608 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.184 ac Peak Elev=209.43' Storage=11 cf 1.12 cfs 1.11 cfs INLET SHAPING(NOT BY CONTECH)CURB(NOT BY CONTECH)AAVAULT WIDTHPLAN VIEWSECTION A-A(SLOTTED THROAT INLET - TOP EXTENDS 4"ABOVE CURB FOR ADJACENT SIDEWALKS)VAULT LENGTH6"Ø - 10"Ø SDR 35OUTLET COUPLINGCAST INTOPRECAST VAULTWALL (OUTLET PIPELOCATION MAYVARY)ENERGY DISSIPATIONROCKSCURB AND GUTTER (NOT BY CONTECH)SEE FILTERRA BIOSCAPE VAULT CURBINLET DETAIL SHEET4"Ø - 6"Ø UNDERDRAINFLOWKIT (VARIES BY SIZE)PROVIDED BY CONTECH21" FILTERRA MEDIA, TYP.PROVIDED BY CONTECH6" UNDERDRAINSTONE LAYER, TYP.PROVIDED BY CONTECH3" MULCH LAYER, TYP.PROVIDED BY CONTECH6"Ø - 10"Ø BYPASSINLET GRATE4' CURB INLET (MAX.)REFER TO OTHER DETAILS FORALTERNATE INLET OPTIONS4'-2"STREETPLANT PROVIDED BY CONTECH2"Ø IRRIGATION PORT,TYP. 3 PLACESGALVANIZED ANGLE NOSING*4" 3'-10" *1'-0"*1'-5"*1'-9"SIDEWALK/CURB ELEVATION(IF APPLICABLE)1" 3'-10" (3.83') INV TO TOP *8" *2" 8" MIN. 1" *1'-5" 2'-5" (2.42') INV. TO TOP 1"1" *1'-5"1'-5" MIN. BASIN DEPTH ENERGY DISSIPATION ROCKSAT EACH INLET6"Ø MAX. SDR 35INLET COUPLER(CAST-IN)1" TYP. 2'-6" (2.5')ENERGY DISSIPATIONROCKS AT ALL INLETS ORPERIMETER, AS APPLICABLECURB AND GUTTER(NOT BY CONTECH)SEE FILTERRA BIOSCAPE VAULTCURB INLET DETAIL SHEET18" WIDE GI INLET (CAST-IN)STREETENERGY DISSIPATION ROCKSPLANT PROVIDED BY CONTECHPLANT PROVIDED BY CONTECHPLANT PROVIDED BY CONTECHSECTION A-AGREEN INFRASTRUCTURE INLET - TOP FLUSH WITH TOP OFCURB, NOT INTENDED FOR SIDEWALK APPLICATIONSSECTION A-ABASIN - CURB INLET OR PIPE INLETS OPTIONALSECTION A-APIPE INLETFTBSVIB CONFIGURATION(OPTIONS: BASIN "-B", GREEN INFRASTRUCTURE INLET "-I", PIPE INLET "-P", SLOTTED THROAT INLET "-T")MEDIABAY SIZEVAULTSIZE(L x W)LONG SIDEINLETDESIGNATIONSHORT SIDEINLETDESIGNATIONAVAILABILITYMAX.OUTLET /BYPASSPIPE DIA.MAX.BYPASSFLOW(CFS)UNDERDRAINPIPE DIA.(PERF)MIN. NO.OF INLETPIPES (-PONLY)4 x 44 x 4FTBSVIB0404FTBSVIB0404ALL6" SDR 351.424" SDR 3516 x 46 x 4FTBSVIB0604FTBSVIB0406N/A CA8" SDR 351.894" SDR 3516.5 x 46.5 x 4FTBSVIB06504FTBSVIB04065CA ONLY8" SDR 351.894" SDR 3517.83 x 4.57.83 x 4.5FTBSVIB078045FTBSVIB045078DE,MD,NJ,PA,VA.WVONLY8" SDR 351.894" SDR 3518 x 48 x 4FTBSVIB0804FTBSVIB0408N/ADE,MD,NJ,PA,VA,WV8" SDR 351.894" SDR 3516 x 66 x 6FTBSVIB0606FTBSVIB0606ALL8" SDR 351.894" SDR 3518 x 68 x 6FTBSVIB0806FTBSVIB0608ALL10" SDR 352.374" SDR 35110 x 610 x 6FTBSVIB1006FTBSVIB0610ALL10" SDR 352.376" SDR 35212 x 612 x 6FTBSVIB1206FTBSVIB0612ALL10" SDR 352.376" SDR 35213 x 713 x 7FTBSVIB1307FTBSVIB0713ALL10" SDR 352.376" SDR 35214 x 814 x 8FTBSVIB1408†N/AALL10" SDR 352.376" SDR 35316 x 816 x 8FTBSVIB1608†N/AN/A OR, WA10" SDR 352.376" SDR 35315 x 915 x 9FTBSVIB1509†N/AOR, WA ONLY10" SDR 352.376" SDR 35318 x 818 x 8FTBSVIB1808†N/ACALL CONTECH10" SDR 352.376" SDR 35320 x 820 x 8FTBSVIB2008†N/ACALL CONTECH10" SDR 352.376" SDR 35422 x 822 x 8FTBSVIB2208†N/ACALL CONTECH10" SDR 352.376" SDR 354†UTILIZES (2) CURB OPENINGS WITH MIN 1' SPACINGN/A = NOT AVAILABLEI:\STORMWATER\COMMOPS\54 FILTERRA\40 STANDARD DRAWINGS\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS\LAYOUT DETAILS\DWG\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS CONFIG DTL UPD.DWG 12/22/2020 2:45PM FILTERRA BIOSCAPE VAULT INTERNAL BYPASS(FTBSVIB)CONFIGURATION DETAILThe design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual fie ld conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the des ign. Contech accepts no liability for designs based on m issing, incomplete or inaccurate information supplied by others.INTERNAL PIPE CONFIGURATION MAYVARY DEPENDING ON VAULT SIZE.800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069www.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6 ,569,321;7,625,485; 7,425,261; 7,833 ,412; RELATED FOREIGN PATENTS.®DIMENSIONS PRECEDED BY " * " ARE CRITICAL AND MAY NOT BE MODIFIED WITHOUT CONSULTING CONTECHAS WITH ALL OPEN TOP BIORETENTION SYSTEMS, FILTERRA BIOSCAPE IS OPEN TO THEATMOSPHERE WITH A MEDIA SURFACE RECESSED BELOW FINISHED GRADE. CONTRACTOR OROWNER IS RESPONSIBLE FOR PROVIDING ANY REQUIRED SAFETY MEASURES AROUND SYSTEMPERIMETER. TO MAINTAIN AESTHETICS, REMOVAL OF HEAVY STORMWATER DEBRIS MAY BENECESSARY BETWEEN REGULAR FILTERRA SYSTEM MAINTENANCE EVENTS. FTBSVIB - IGREEN INFRASTRUCTURE INLET - TOPFLUSH WITH TOP OF CURB, NOT INTENDEDFOR SIDEWALK APPLICATIONSFTBSVIBSLOTTED THROAT INLET - TOP EXTENDS 4"ABOVE CURB FOR ADJACENT SIDEWALKSFTBSVIB - BBASIN - CURB INLET OR PIPE INLET OPTIONALFTBSVIB - PPIPE INLETALTERNATE PIPEINLET OPENINGI:\COMMON\CAD\TREATMENT\54 FILTERRA\40 STANDARD DRAWINGS\IN PROCESS FTBSVIB - BIOSCAPE VAULT INTERNAL BYPASS\LAYOUT DETAILS\DWG\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS CONFIG DTL.DWG 11/3/2020 10:41 AM FILTERRA BIOSCAPE VAULT INTERNAL BYPASS(FTBSVIB)SITE LAYOUTSThe design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069www.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS : 6 ,277,274; 6,569,321;7,625,485; 7,425 ,261; 7,833,412; RELATED FOREIGN PATENTS.® Size Max Area (ac) Max Area (sf)CN Tc (min) WQ Inflow (cfs) Outflow (cfs) 4x4 0.064 2,792 98 6 0.08 0.05 4x6 0.096 4,188 98 6 0.13 0.08 4x8 0.128 5,584 98 6 0.17 0.10 6x6 0.144 6,282 98 6 0.19 0.12 6x8 0.192 8,376 98 6 0.25 0.16 6x10 0.240 10,470 98 6 0.31 0.19 6x12 0.288 12,564 98 6 0.38 0.23 7x13 0.365 15,879 98 6 0.48 0.29 1.0" Type II Rainfall Contech Filterra Vermont Sizing Quick Reference Table Vermont Department of Environmental Conservation Agency of Natural Resources Watershed Management Division One National Life Drive, Main Bldg., 2nd Floor Montpelier, VT 05620 6/19/18 Contech Engineered Solutions, LLC 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Attn: Derek Berg Dear Mr. Berg: The Stormwater Program has reviewed the Filterra® Bioretention System as an alternative stormwater treatment practice through the evaluation process in Section 4.4.1 of the 2017 Vermont Stormwater Management Manual (VSMM). Based on our review, we believe that Contech Engineered Solutions, LLC has provided the Stormwater Program with testing data showing that the system provides total phosphorus and total suspended solids removal efficiency sufficient to meet or exceed the standards in the Vermont Stormwater Management Manual as a stand-alone Tier 2 Practice if not designed to infiltrate, and as a Tier 1 Practice if the boxless Bioscape model is used for infiltration. Please be advised that this letter serves as preliminary approval and does not constitute a final act or decision of the Secretary. Final approval of the use of the Filterra® Bioretention System, or other alternative practice, is project specific and is necessarily done through the issuance of an operational stormwater permit, until such time that the Vermont Stormwater Management Manual is formally revised to include the practice. In developing permit conditions for any project relying on the Filterra® Bioretention System, the Stormwater Program is likely to include the following permit conditions and application requirements: 1.) The Filterra® Bioretention System must be designed, assembled, installed, operated, and maintained according to the specifications of Contech Engineered Solutions, Inc. 2.) The system must be designed to accommodate 100% treatment of the requisite water quality volume through sizing for the peak rate of the water quality storm without bypass, or otherwise shall be volumetrically sized to accommodate the entire applicable water quality volume. As part of this preliminary approval, the product will be listed on the Vermont Department of Environmental Conservation’s Alternative Practices website at http://dec.vermont.gov/watershed/stormwater/permit-information-applications-fees/Alt-STPs. Preliminary Approval: Filterra® Bioretention System Until such a time that the practice is incorporated into the VSMM through rulemaking, projects utilizing the practice that are subject to operational stormwater permitting require an individual permit application. If local jurisdictions or other parties request a copy of a letter from VT DEC verifying preliminary practice approval, please use this letter for that purpose. Thank you for your interest in providing alternatives to the stormwater design community in Vermont. If you have any questions concerning this preliminary approval, please contact the Stormwater Program. Sincerely, William Wilson, Environmental Analyst Vermont DEC – Stormwater Program Vermont Department of Environmental Conservation Agency of Natural Resources Watershed Management Division Davis Building, Third Floor One National Life Drive (phone) 802-828-1535 Montpelier, VT 05620-3522 To preserve, enhance, restore, and conserve Vermont's natural resources, and protect human health, for the benefit of this and future generations. February 07, 2020 Anoka Conservation District 1318 McKay Dr. NE, Suite 300 Ham Lake, MN 55304 Attn: Mitch Haustein RE: Rain Guardian Bunker and Turret Alternative Stormwater Pre-Treatment Practice - Request for Approval Dear Mr. Haustein: The Stormwater Program has reviewed the Anoka Conservation Districts Rain Guardian Bunker and Turret as alternative stormwater pretreatment practices through the evaluation process in Section 4.4.1 of the 2017 Vermont Stormwater Management Manual (VSMM). Based on our review, we believe that the University of Minnesota St. Anthony Falls Laboratory study has provided the Stormwater Program with testing data showing that the systems provide a minimum 50% total suspended solids (TSS) removal efficiency in conformance with the 2017 VSMM. Please be advised that this letter serves as preliminary approval and does not constitute a final act or decision of the Secretary. Final approval of the use of Rain Guardian Bunker or Turret, or other alternative practice, is project specific and is necessarily done through the issuance of an operational stormwater permit, until such time that the Vermont Stormwater Management Manual is formally revised to include the practice. In developing permit conditions for any project relying on the Rain Guardian Turret or Bunker, the Stormwater Program is likely to include the following permit conditions and application requirements: 1) The Rain Guardian Bunker and Turret must be designed, assembled, installed, operated, and maintained according to the specifications of Rain Guardian. 2) The system must be designed to accommodate the required Qwq, as a flow through practice. As part of this preliminary approval, the product will be listed on the Vermont Department of Environmental Conservation’s Alternative Practices website at http://dec.vermont.gov/watershed/stormwater/permit-information-applications-fees/Alt-STPs. If local jurisdictions or other parties request a copy of a letter from VT DEC verifying preliminary practice approval, please use this letter for that purpose. February 07, 2020 Preliminary Approval: Rain Guardian Bunker and Turret 2 Thank you for your interest in providing alternatives to the stormwater design community in Vermont. If you have any questions concerning this preliminary approval, please contact the Stormwater Program. Sincerely, Winn Wilson, Environmental Analyst Vermont DEC – Stormwater Program 1318 MCKAY DR. NE, SUITE 300 HAM LAKE, MN 55304 (763) 434-2030 (M-F 8:00-4:30) WWW.ANOKASWCD.ORG PLAN VIEW TURRET TYPICAL DETAIL CROSS-SECTION VIEW U.S. PATENT NO. 8,501,016 U.S. PATENT NO. 8,501,016 COMPONENT VIEW U.S. PATENT NO. 8,501,016 SPECIFICATIONS U.S. PATENT NO. 8,501,016 1. STEEL REINFORCED, COLD JOINT SECURED MONOLITHIC CONCRETE STRUCTURE (1,030 LBS). 2. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS. CONCRETE AIR ENTRAINED (4% TO 8% BY VOLUME). 3. MANUFACTURED AND DESIGNED TO ASTM C858. 4. THREE-POINT PICK USING RECESSED LIFTING POCKETS WITH A STANDARD HOOK. 5. SOIL UNDER BASE TO BE COMPACTED TO 95% STANDARD PROCTOR. 6. TWO-PIECE LIGHT DUTY GALVANIZED GRATE (34.5 LBS/PIECE) FOR 541 LB CONCENTRATED LOAD OR 309 LB/SQ FT UNIFORM LOAD. 7. TWO-PIECE HEAVY DUTY GALVANIZED GRATE (77.5 LBS/PIECE) FOR 2,456 LB CONCENTRATED LOAD OR 1,404 LB/SQ FT UNIFORM LOAD. 8. USE EXPANSION JOINT MATERIAL BETWEEN TURRET AND BIORETENTION INLET MANUFACTURED BY