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HomeMy WebLinkAbout20210415 Driscoll Road Site Plan Stormwater Management Report STORMWATER MANAGEMENT REPORT FOR MIXED-USE BUILDING Driscoll Road& Route 9 City of Saratoga Springs Saratoga County,New York Prepared For: Driscoll Road, LLC 2075 Western Avenue Guilderland,NY 12084 August 12, 2021 Project No. 5190A Prepared By: Luigi A. Palleschi, P.E. ABD Engineers, LLP 411 Union Street Schenectady, NY 12305 (518) 377-0315 STORMWATER MANAGEMENT REPORT MIXED-USE BUILDING Driscoll Road & Route 9 City of Saratoga Springs Saratoga County, New York TABLE OF CONTENTS ITEM PAGE PROJECT LOCATION 1 GENERAL SITE DEVELOPMENT 1 SOIL TYPES, GROUNDWATER & TOPOGRAPHY 1 STORMWATER MANAGEMENT PLAN 2 ANALYSIS 2 SUMMARY 3 EXHIBIT 1: SITE LOCATION MAP Attached EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP Attached EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP Attached APPENDIX A: STORMWATER CALCULATIONS Attached STORMWATER MANAGEMENT REPORT MIXED-USE BUILDING Driscoll Road& Route 9 City of Saratoga Springs Saratoga County,New York PROJECT LOCATION The proposed mixed-use building is located at the intersection of Driscoll Road and Route 9 in the City of Saratoga Springs, Saratoga County,New York(see Exhibit 1). The site is bordered on the east by Route 9, on the south by Driscoll Road, on the west by woods, and on the north by a greenhouse. GENERAL SITE DEVELOPMENT The applicant is proposing to develop a 5.9± acre parcel in order to construct a two-story 11,000± square foot mixed-use building, asphalt parking, utilities, and stormwater management practices. Access to the site will be provided off of Driscoll Road. SOIL TYPES, GROUNDWATER & TOPOGRAPHY According to the Saratoga County NRCS, the primary soil type is silt loam. Test pits were performed to verify the soil conditions throughout the site. Sandy loam was observed across the first 2± feet below grade with layers transitioning to a silty sand down to 6± feet below grade. No groundwater was encountered and mottling was only observed in one test pit. Percolation tests resulted in average percolation rates ranging from 7 to 48 minutes per inch. The stormwater management plan is designed based on an infiltration rate of 4 in/hr (1" in 15 minutes). The site currently drains east ultimately to existing culverts under Driscoll Road (see Exhibit 2). STORMWATER MANAGEMENT PLAN The stormwater management plan for the proposed project will utilize surface sheet flow across asphalt to two underground infiltration practices for runoff reduction and water quality treatment. An isolator row will be utilized for pretreatment within each ABD Engineers,LLP 1 Mixed-Use Building 5190A-SMR Driscoll Road&Route 9 system. The practices provide a total of 5,679± square feet of infiltration surface area which will be utilized to achieve 100% runoff reduction volume (RRv)per NYSDEC Phase 2 Stormwater Regulations including Green Infrastructure Techniques by recharge to groundwater. The 100-year storm will be controlled within the system and outlet pipes are provided to restrict discharge from the chambers to below pre-development rates. The water quality treatment volumes (WQv)required for Area 1A and Area 1B are 3,226± cubic feet and 1,083± cubic feet respectively. The runoff reduction volumes (RRv)provided are 3,226± cubic feet and 1,083± cubic feet respectively which meets the WQv. The total required 100-year storage volume,including infiltration capacity, for the infiltrator chambers are 5,515± cubic feet and 1,684± cubic feet respectively. The total volumes provided for the infiltrator chambers are 5,543± cubic feet and 1,704± cubic feet respectively. Refer to the WQv and RRv calculations in Appendix A. ANALYSIS HydroCAD was utilized for the stormwater analysis. Stormwater calculations for the pre and post-development conditions are presented in Appendix A. In the pre-development condition, the existing site consists of one drainage area (refer to Exhibit 2). Pre Area 1 is 3.95± acres and consists of woods. An area weighted CN value of 70 is used for the calculation. Stormwater runoff drains east to culverts under Driscoll Road. The peak discharge rates for the 1, 10, and 100-year storm events are 0.93± cfs, 4.39± cfs, and 12.17±cfs respectively with a time of concentration of 23 minutes. In the post-development condition, the site consists of one drainage area as in the pre-development condition, with Area 1 divided into three subcatchments (refer to Exhibit 3). Post Area 1A is 0.97± acres and consists of proposed rooftop,pavement, woods and grass areas. Stormwater runoff sheet flows to the underground infiltration system at the front of the site. The peak runoff rates for the 1, 10, and 100-year storm events are 1.87± cfs, 3.52±cfs, and 6.23±cfs respectively with a time of concentration of 15 ABD Engineers,LLP 2 Mixed-Use Building 5190A-SMR Driscoll Road&Route 9 minutes and a weighted CN value of 93. An outlet pipe is provided to slowly release runoff at rates below the pre-development condition. Post Area 1B is 0.27± acres and consists of proposed rooftop,pavement, and grass areas. Stormwater runoff sheet flows to the underground infiltration system at the rear of the site. The peak runoff rates for the 1, 10, and 100-year storm events are 0.83± cfs, 1.42±cfs, and 2.41± cfs respectively with a minimum time of concentration of 6 minutes and a weighted CN value of 97. An outlet pipe is provided to slowly release runoff at rates below the pre-development condition. Post Area 1C is 2.71± acres and consists of the remaining wooded areas and a portion of the asphalt driveway. Stormwater runoff sheet flows to the existing culverts as in the pre-development condition. The peak discharge rates for the 1, 10, and 100-year storm events are reduced to 0.73± cfs, 3.20±cfs, and 8.61± cfs respectively with a time of concentration of 23 minutes and a weighted CN value of 71. SUMMARY After performing the HydroCAD analysis, the results are summarized as follows: Drainage Area Peak Runoff Generated (cfs) Peak Offsite Discharge (cfs) 1-Year 10-Year 100-Year 1-Year 10-Year 100-Year Total Pre 0.93 4.39 12.17 0.93 4.39 12.17 Post 1A 1.87 3.52 6.23 0.00 0.18 2.76 Post 1B 0.83 1.42 2.41 0.13 0.37 0.67 Post 1C 0.73 3.20 8.61 0.73 3.20 8.61 Total Post 3.43 8.14 17.25 0.86 3.75 12.04 Net Change 2.50 3.75 5.08 -0.07 -0.64 -0.13 ABD Engineers,LLP 3 Mixed-Use Building 5190A-SMR Driscoll Road&Route 9 The peak discharge rates for the post-development condition are less than the pre- development condition. The stormwater management plan will meet the intent of the 2015 NYSDEC Stormwater Design Manual standards, the needs of the project, and the City of Saratoga Springs. The stormwater management plan will function adequately and will not adversely affect adjacent or downstream properties. �// t.J _ S, PALO _' . ,. ,--: ' .. Yil_ei .,' ' In ti/ �Q 94670 �. '9°PESg10A�P Luigi A. Palleschi, P.E. ABD Engineers,LLP 4 Mixed-Use Building 5190A-SMR Driscoll Road&Route 9 EXHIBIT 1: SITE LOCATION MAP kyr 141 ,....,- ,.),cf , lii.- ',.--." 7 '1 5,S...." , i yt • _ ; :R r� 24iV Frau i7 PeltonHill las.‘ 1" QV - 4/2 . ' L. � M A L 4 0/ -' 4 EXHIBIT 2: PRE-DEVELOPMENT DRAINAGE MAP N � I I 1 - - — o - - — -- — Ex.xx I r _ IC �� ,_, 0 7 xx J�/ 3.95±.Arid, IIIMµxP� I l - oio°E ,„ — e ,. � DRISCOLL ROAD FRE-DEV ELOPAIENT DRAIN ACE a a m MIXED-USE BUILDING DPISCOLL ROAD&ROUTE R n..m O LNGINLG2S LLP rsan.mn s EXHIBIT 3: POST-DEVELOPMENT DRAINAGE MAP i' N JI �3 rt„,eoT,a,r ,, - YOJ11C ® - 5444 ; \i ., \_ — soy EP.9 / ® ��� POST 1B.a.�o��� ; C 1 , a.a. �f eP..1241= . .� -x._ � ,.. I°! � - a. � , 11111!�� ssa.. F — d 09dCRES _ 1 __ Ci — , :—:: Amilintes7utr "'"4... -7-z° --,-- - - ' ' ' w 1 ' 1 „as.,�, ���,;,ene DRISCOLLROAD i II II I 1 POST-DEVELOP SIENT ORAI V 50E A a a m =°'7 '''.-= MIXED-USE BUILDING DP ISC DLL ROAD&ROUTE S n..m O ENGINEERS LLP r san.mn s APPENDIX A: STORMWATER CALCULATIONS Version 1.8 Total Water Quality Volume Calculation Last Updated: 11/09/2015 WQv(acre-feet) = [(P)(Rv)(A)] /12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)? Design Point: P= 1.20 inch Breakdown of Subcatchments Percent Catchment Total Area Impervious Area WQv Impervious Rv Description 3 Number (Acres) (Acres) / (ft ) 1 0.97 0.77 79% 0.76 3,226 1A 2 0.28 0.26 95% 0.90 1,083 1B 3 4 5 6 7 8 9 10 Subtotal (1-30) 1.25 1.03 83% 0.79 4,309 Subtotal 1 Total 1.25 1.03 83% 0.79 4,309 Initial WQv Identify Runoff Reduction Techniques By Area Total Contributing Technique Contributing Impervious Area Notes Area (Acre) (Acre) Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf Riparian Buffers 0.00 0.00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Up to 100 sf directly connected impervious Tree Planting 0.00 0.00 area may be subtracted per tree Total 0.00 0.00 Recalculate WQv after application of Area Reduction Techniques Total Area Impervious Area Percent Runoff WQv Impervious Coefficient 3 (Acres) (Acres) (ft ) Rv "«Initial WQv" 1.25 1.03 83% 0.79 4,309 Subtract Area 0.00 0.00 WQv adjusted after Area Reductions 1.25 1.03 83% 0.79 4,309 Disconnection of Rooftops • 0.00 Adjusted WQv after Area Reduction and Rooftop 1.25 1.03 83% 0.79 4,309 Disconnect WQv reduced by Area 1 Reduction techniques 0 Runoff Reduction Volume and Treated volumes Total Runoff Reduction Techiques/Standard Total Contributing WQv WQv Contributing Reduced SMPs Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter c RR-2 0.00 0.00 o Strips = Tree Planting/Tree Pit RR-3 0.00 0.00 • cc Disconnection of Rooftop Runoff RR-4 0.00 °J Vegetated Swale RR-5 0.00 0.00 0 Rain Garden RR-6 0.00 0.00 0 0 Stormwater Planter RR-7 0.00 0.00 0 ro 2 Rain Barrel/Cistern RR-8 0.00 0.00 0 Q Porous Pavement RR-9 0.00 0.00 0 Green Roof(Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench I-1 0.00 0.00 0 0 a 4- Infiltration Basin 1-2 0.00 0.00 0 0 U N a Dry Well 1-3 0.00 0.00 0 0 Underground Infiltration System 1-4 1.25 1.03 4309 • . Bioretention & Infiltration Bioretention F-5 0.00 0.00 0 0 Zi-; Dry swale 0-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 2 Surface Sand filter(F-1) F-1 -2 Underground Sand filter(F-2) F-2 L ro Perimeter Sand Filter (F-3) F-3 ro Organic Filter(F-4 F-4 N Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (0-2) 0-2 =mom Totals by Area Reduction 4 0.00 0.00 0 ■ Totals by Volume Reduction 4 0.00 0.00 0 Totals by Standard SMP w/RRV 4 1.25 1.03 4309 0 Totals by Standard SMP 4 0.00 0.00 0 Totals ( Area + Volume + all SMPs) 4 1.25 1.03 4,309 0 Impervious CoverV okay Minimum RRv Enter the Soils Data for the site Soil Group Acres S A 55% B 40% C 1.25 30% D 20% Total Area 1.25 Calculate the Minimum RRv S= 0.30 Impervious = 1.03 acre Precipitation 1.2 in Rv 0.95 Minimum RRv 1,279 ft3 0.03 of NOI QUESTIONS # NOI Question Reported Value cf of 28 Total Water Quality Volume (WQv) Required 4309 0.099 30 Total RRV Provided 4309 0.099 31 Is RRv Provided >_WQv Required? Yes 32 Minimum RRv 1279 0.029 32a Is RRv Provided >_ Minimum RRv Required? Yes 33a Total WQv Treated 0 0.000 34 Sum of Volume Reduced &Treated 4309 0.099 34 Sum of Volume Reduced and Treated 4309 0.099 35 Is Sum RRv Provided and WQv Provided >_WQv Required? Yes Apply Peak Flow Attenuation 36 Channel Protection Cpv 37 Overbank Qp 37 Extreme Flood Control Qf Are Quantity Control requirements met? PRE-DEVELOPMENT 0 PRE 1 POST-DEVELOPMENT it it <4S> POSlT 1A POST 1B POST 10 lU 1P /2N0 SC-310 CHAMBERS SC-310 CHAMBERS (1A) (1B) (Subca Reach and 111 Routing Diagram for 5190-HydroCAD S14 Prepared by ABD Engineers, LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: PRE 1 Runoff = 0.93 cfs @ 12.21 hrs, Volume= 4,779 cf, Depth= 0.33" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 1-YR Rainfall=2.23" Area(ac) CN Description 3.953 70 Woods,Good,HSG C 3.953 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 1S: PRE 1 Hydrograph /^' 1�, 11Runoff 0.93 cfs I I I I I Type 0 4,-hr 1-YR Rainfllk2.23" v Ruhbff Atea'=3. 53 Ad IIIIIII / Ruriojff 4oIume=4;779 it L,,-- .!_,. F unoif Deptih^O. 3'1 II a FlOw Lehgth=42'0' Tc= .6 0'00 Olt,' /b ib0 e���,�%ii`,r�ii`,, fi/,,%' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: POST 1A Runoff = 1.87 cfs @ 12.07 hrs, Volume= 5,393 cf, Depth= 1.53" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 1-YR Rainfall=2.23" Area(ac) CN Description 0.194 98 Roofs,HSG C 0.575 98 Paved parking,HSG C 0.204 72 Woods/grass comb.,Good,HSG C 0.973 93 Weighted Average 0.204 20.97%Pervious Area 0.769 79.03%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 75 0.0330 0.08 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 0.3 60 0.0250 3.21 Shallow Concentrated Flow, Paved Kv=20.3 fps 15.2 135 Total Subcatchment 2S: POST lA Hydrograph I I I I I I I I ❑Runoff 2� 1.87 cfs Type IM $-hr 1-YID R�ainfall12. 123" Ruhbff Awba'=o.873 � Ruriot VrolLn =5;39$ jc Kunio#f LL '� FlOw Leflgth=13 '5' II II Tc=1 . it 0iVr� I 0 i 0"/" � 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: POST 1B Runoff = 0.83 cfs @ 11.96 hrs, Volume= 1,901 cf, Depth= 1.90" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 1-YR Rainfall=2.23" Area(ac) CN Description 0.058 98 Roofs,HSG C 0.203 98 Paved parking,HSG C 0.015 74 >75%Grass cover,Good,HSG C 0.276 97 Weighted Average 0.015 5.43%Pervious Area 0.261 94.57%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST 1B Hydrograph /- "I r I 0.9-_-`z IN Runoff +-+-+-t-r- 1-+-+-r-+------+-i-+-t-+-+-I--I-+-+-+-t-r-+-I-- 0.85- 0.83 cfs I I I 11 0.8� J 1 1 1 1 1 1 + 1 L - - 1�1/�,L Ip II��,�'�j��ya 1�I 111111 1111111 0.75- L 1 1 L L L L 1 1 L L - - -1 L1 i R Rainfflll 2.23! 0.7-_-' ,,I� I� Iy� Iy I1111� 0.65 J-1-�1 L�Vf!II .-eIWJGIII � -- III 0.6 I *not 511901 0.55 I 0.5� 7 7 7 r r 1 7 T 7 7 F 4F�Wnoff Dep Fifi1.�7O 0 0.45 r r T T r r r r Ir Ir LL 0.4� 1 ?VL Min h 0.35 r r r r r r r t r r r r r r r r r -r 0.25' - + + 4 4 +-J4 + + + + I+ + 1 1 1 11 0.2k 1 1 1 1 1 1 1 + 1 L 1 1 I 1 L 1 J 1 1 1 1 0.15 L 1 1 1 4 11 1 L L 1 1 1 1 L L 1 1 1 L L 0.1� I I i I I I I I I I I I I I 0.05 Ar*, I , 11 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: POST 1C Runoff = 0.73 cfs @ 12.21 hrs, Volume= 3,567 cf, Depth= 0.36" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 1-YR Rainfall=2.23" Area(ac) CN Description 0.074 98 Paved parking,HSG C 2.631 70 Woods,Good,HSG C 2.705 71 Weighted Average 2.631 97.26%Pervious Area 0.074 2.74%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 4S: POST 1C Hydrograph /- I I I I 0.8� + + - + + r + Runoff - z 1111 0.73 cfs 1 1 1 1 V 0.75 _ I I I 1 I 1 I I I 1 0.7�� 11 I I I 1 type 1II 24-11r ▪ 4 4 r r -7-T T r r 7 7T ��T/pF F I 17 �y7 7 r TI 0.65� p_-4 1 t + 1-_� -illi Rall�nfall=2.23' 0.6� 1 III ' III i��ff /�1 CiQ�L.�II W ac 0.55 1 III 0 1 T 7 7 r r T-T T r r T T r I I T 7 7 0.5 1 1 1 1 1 IRunolf 1Vio(urre=3 56Z pcI II II t 4 41 a r r - 1 1 r r - 1 i ! r N I I I I I I I I I I I 0.45i--/ 1Runo ,iii o 0.4-_--/, 1 1 1 1 II II 11111111 Letlgth. 121 1 r r r r r r044 t r r r r r MYY -'/�1 1/V+,1 a 035- � J 1 1 r L J 1 1 1 L r J 1 1 LLL L J _Lr r 1 ► 0.37- 1 1 1 1 1 1 1 1 1 II . Tc= Jr'i- 0.25-7" 2Z. Jr - 0 1 II II r r-r-rr r--- 1 -+-r-r r (y,�'r-r-r-r-r----r-r-YTi-- II 0.2-_- 141 1 11 II 1 0.15 7 7 7 r IF ' T r r T 7 r r r r 7 7 7 r r 01J' 1 0.05 1 1 1 1 I _____�����������dejigeezireefr 1 11 zio 0 rill A•10 A, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Pond 1P: SC-310 CHAMBERS (1A) Inflow Area= 42,384 sf, 79.03%Impervious, Inflow Depth= 1.53" for 1-YR event Inflow = 1.87 cfs @ 12.07 hrs, Volume= 5,393 cf Outflow = 0.40 cfs @ 11.80 hrs, Volume= 5,393 cf, Atten=79%, Lag=0.0 min Discarded = 0.40 cfs @ 11.80 hrs, Volume= 5,393 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev=230.70' @ 12.42 hrs Surf.Area=4,328 sf Storage= 1,543 cf Plug-Flow detention time=23.0 min calculated for 5,393 cf(100%of inflow) Center-of-Mass det. time=23.0 min(834.3 -811.3) Volume Invert Avail.Storage Storage Description #IA 230.00' 3,037 cf 34.83'W x 124.24'L x 2.33'H Field A 10,098 cf Overall-2,506 cf Embedded=7,592 cf x 40.0%Voids #2A 230.50' 2,506 cf ADS_StormTech SC-310+Cap x 170 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 10 Rows of 17 Chambers 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 230.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 231.20' 12.0" Round Outlet Pipe L= 10.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=231.20'/231.00' S=0.0200'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 231.20' 11.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.40 cfs @ 11.80 hrs HW=230.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=230.00' (Free Discharge) L2=Outlet Pipe (Controls 0.00 cfs) L3=Orifice (Controls 0.00 cfs) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 7 Pond 1P: SC-310 CHAMBERS (1A) Hydrograph I I II II I ■Inflow 1.87 cfs ■Outflow Inflow Area 42, 884 $f •Discarded I I ■Primary 2---/ Peels Elevl-23Q.70' $tdr1ge;:11 ,$4 3 cf 1 U 0 1 U- 0.40 cfs. 0.40 cfs I I A 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Pond 2P: SC-310 CHAMBERS (1B) Inflow Area= 12,023 sf, 94.57%Impervious, Inflow Depth= 1.90" for 1-YR event Inflow = 0.83 cfs @ 11.96 hrs, Volume= 1,901 cf Outflow = 0.25 cfs @ 12.10 hrs, Volume= 1,901 cf, Atten=70%, Lag=8.1 min Discarded = 0.13 cfs @ 11.68 hrs, Volume= 1,737 cf Primary = 0.13 cfs @ 12.10 hrs, Volume= 164 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev.229.74' @ 12.10 hrs Surf.Area= 1,352 sf Storage=523 cf Plug-Flow detention time= 17.1 min calculated for 1,901 cf(100%of inflow) Center-of-Mass det. time= 17.1 min(789.5 -772.4) Volume Invert Avail.Storage Storage Description #1A 229.00' 967 cf 18.17'W x 74.40'L x 2.33'H Field A 3,154 cf Overall-737 cf Embedded=2,417 cf x 40.0%Voids #2A 229.50' 737 cf ADS_StormTech SC-310+Cap x 50 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 5 Rows of 10 Chambers 1,704 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 229.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 229.50' 12.0" Round Culvert L.=35.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=229.50'/218.00' S=0.3286'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 229.50' 4.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.13 cfs @ 11.68 hrs HW=229.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary Outflow Max=0.12 cfs @ 12.10 hrs HW=229.74' (Free Discharge) L2=Culvert (Passes 0.12 cfs of 0.24 cfs potential flow) L3=Orifice (Orifice Controls 0.12 cfs @ 1.66 fps) 5190-HydroCAD S14 Type II 24-hr 1-YR Rainfall=2.23" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 9 Pond 2P: SC-310 CHAMBERS (1B) Hydrograph ---7rITrI + r-II' 7rII1Tr7rIIT rIIIrI7rII TrIIIr IT - - - -- - - - -- - - II -- - - -- - -- - - -- I I I I I I I I llll I I I I „ - 1-1- O183 cfs 111II 1 1 I I IIII 1I II - InfIOw11r�=♦�j23 ■Inflow ■Outflow •Discarded e d 09� I I I 1 I 1 II I I ■Primary 0.85 II I III I I I I I I RO"-aE-1-e�r>=2129-�/y� ---+-r--+-r I Y r-- -I-+-1---+ r I + r I- r I + r I + r I- r I + 0.8� II I III I I I 1111111 �+ 1 I I I 0.75 71- -11- 171- 17 �r Ta3i- 0.71, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.65 11111111 - ---1-L-I-1-L-I-+-�-1- -'-LII_-1- 1- - -1- - -1- - -1- - -1- - -1L- 0.6 - ---+-+-I-+-+-I-+-+-I- --+ +--+ + + + + + + + I + + + + I +- H 0.55 I I I I I I I -+-r-I-+-r-I-+-r-I- -I-+-1- -1 1--I-+-r-I-+-r-I-+-r-I-+-r-I-+-r-I-+- 0.5'=" 11111111 I I II I 1111111111111111111 / 0.45� lI lI 11 11 lI lI lI lI lI lI lI o II II 1 II III II II III II III II II 1 LT_ 0.4± ___J_L_I_1_L-I- 0.25Cfs1-L_I_1_L-I-1-L-I-1_L-I-1-L-I_i_IL I-_LI-LI -I__LI- 0.35H--- 11111111 : z L ,Lz---LLI-1-LI +-L -1-1-L-I-1-L-I-1-L-I---L-I-1-L-I-1-L-I-1-1-I-4 0.3 ---+-+-I-+-+-I-+-+ --+-+-I-+-+-I-+-+-I-+-+-I-+-+-I-+-+-I-+-+-I-+ 0.25� II I II _ ---7-r-I-T- 0.13cfs + r I - r I - r I - r I + r I + r I + r I + 0.2-7--" ,z//', I I I , I I I I I I I I I I I I I I I 015 0.13cfs 0.1 0.05 "r 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: PRE 1 Runoff = 4.39 cfs @ 12.17 hrs, Volume= 16,544 cf, Depth= 1.15" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 10-YR Rainfall=3.73" Area(ac) CN Description 3.953 70 Woods,Good,HSG C 3.953 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 1S: PRE 1 Hydrograph I I II I I I I ❑Runoff 4.39 cfs 1 1 1 I - --+----+-+-+-+-+-+-+- ----+-+-+-+-+-+-+ +-+-H Type- '- -I -t-- 4-` 1118R Rain, fa, ii=13,117 't Runoff Area_I13J953 nn 3� -----,-1-,---+-+-r- ------,-7---+Ronoff-IIVoiu�mTe=I6;5-44-tf- Ri toff ©eptly=1 J115" LL 2-` tc=2 .6 61Il6 CIN�7Q G j, 11 irIL__ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: POST 1A Runoff = 3.52 cfs @ 12.07 hrs, Volume= 10,446 cf, Depth= 2.96" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 10-YR Rainfall=3.73" Area(ac) CN Description 0.194 98 Roofs,HSG C 0.575 98 Paved parking,HSG C 0.204 72 Woods/grass comb.,Good,HSG C 0.973 93 Weighted Average 0.204 20.97%Pervious Area 0.769 79.03%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 75 0.0330 0.08 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 0.3 60 0.0250 3.21 Shallow Concentrated Flow, Paved Kv=20.3 fps 15.2 135 Total Subcatchment 2S: POST lA Hydrograph I I II I I ❑Runoff 3.52 cfs Type 3— RunoffI Areai_I10.I1973 an mill RUno#f IVOIumle=1011,446mill cf Ri��o#f-pep li=�J96, 2— I Flow 4engtI*13115! LL 1- 40% 0 ,....r........................ , .. . . ,. . .. , . .. . , . . . ,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: POST 1B Runoff = 1.43 cfs @ 11.96 hrs, Volume= 3,389 cf, Depth= 3.38" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 10-YR Rainfall=3.73" Area(ac) CN Description 0.058 98 Roofs,HSG C 0.203 98 Paved parking,HSG C 0.015 74 >75%Grass cover,Good,HSG C 0.276 97 Weighted Average 0.015 5.43%Pervious Area 0.261 94.57%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST 1B Hydrograph I I I I I I ❑Runoff 1.43 cfs Type IM 4-hr 10-YR Rainfalllll= Ruhbff Awea'=0.276 $ L_ _ L L L 1 1 L L L L 1 1 L L L I_ I_ L L 1 1 L L L L 1 Ruriolf VroII11um04389 ct Runoff Deith= .3$'� LL Tt=6.0 mnir1 0%_97 0 / I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 4S: POST 1C Runoff = 3.20 cfs @ 12.17 hrs, Volume= 11,908 cf, Depth= 1.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 10-YR Rainfall=3.73" Area(ac) CN Description 0.074 98 Paved parking,HSG C 2.631 70 Woods,Good,HSG C 2.705 71 Weighted Average 2.631 97.26%Pervious Area 0.074 2.74%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 4S: POST 1C Hydrograph I I II I I I I I I ■Runoff 3.20 cfs H TYPO-Ill- r- 3-` 10+113 ��'�f���= ;7 't Runoff Area_2.705 ac Runoff 'IVoIu'Imle11 ' 908 cf Y Y-Y-Y-Y-Y-Y-Y- Y Y Y Y Y Y Y Y Y Y Y Y Y r Y I N 2 Runoff ©epth=1X121" I Flow 4engt'h_40! LL OP 1-c=12 •6 1'�n 1% 0r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1P: SC-310 CHAMBERS (1A) Inflow Area= 42,384 sf, 79.03%Impervious, Inflow Depth= 2.96" for 10-YR event Inflow = 3.52 cfs @ 12.07 hrs, Volume= 10,446 cf Outflow = 0.58 cfs @ 12.49 hrs, Volume= 10,446 cf, Atten=84%, Lag=25.7 min Discarded = 0.40 cfs @ 11.72 hrs, Volume= 10,099 cf Primary = 0.18 cfs @ 12.49 hrs, Volume= 347 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev.231.41' @ 12.49 hrs Surf.Area=4,328 sf Storage=3,751 cf Plug-Flow detention time=58.5 min calculated for 10,434 cf(100%of inflow) Center-of-Mass det. time=58.4 min(851.1 -792.8) Volume Invert Avail.Storage Storage Description #lA 230.00' 3,037 cf 34.83'W x 124.24'L x 2.33'H Field A 10,098 cf Overall-2,506 cf Embedded=7,592 cf x 40.0%Voids #2A 230.50' 2,506 cf ADS_StormTech SC-310+Cap x 170 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 10 Rows of 17 Chambers 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 230.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 231.20' 12.0" Round Outlet Pipe L= 10.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=231.20'/231.00' S=0.0200'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 231.20' 11.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.40 cfs @ 11.72 hrs HW=230.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary Outflow Max=0.18 cfs @ 12.49 hrs HW=231.41' (Free Discharge) L2=Outlet Pipe (Passes 0.18 cfs of 0.18 cfs potential flow) L3=Orifice (Orifice Controls 0.18 cfs @ 1.54 fps) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 15 Pond 1P: SC-310 CHAMBERS (1A) Hydrograph 1111111 1111111 ■Inflow ///// 3.52 cfs ■outflow Inflow Area 42,384 Sf ■Discarded ■Primary err—rr—r--r—r—r —rr—rr—r--r— — r—r— — �r— ��d EIeVI, 1.A�f $torage;: ,'$1 cf N 2— LL _ I 0.58 cfs 1—� l/ 0.40 cfs S//////• 0.18 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Pond 2P: SC-310 CHAMBERS (1B) Inflow Area= 12,023 sf, 94.57%Impervious, Inflow Depth= 3.38" for 10-YR event Inflow = 1.43 cfs @ 11.96 hrs, Volume= 3,389 cf Outflow = 0.49 cfs @ 12.09 hrs, Volume= 3,389 cf, Atten=65%, Lag=7.6 min Discarded = 0.13 cfs @ 11.60 hrs, Volume= 2,610 cf Primary = 0.37 cfs @ 12.09 hrs, Volume= 780 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev.230.16' @ 12.09 hrs Surf.Area= 1,352 sf Storage=936 cf Plug-Flow detention time= 18.2 min calculated for 3,386 cf(100%of inflow) Center-of-Mass det. time= 18.2 min(776.7-758.5) Volume Invert Avail.Storage Storage Description #1A 229.00' 967 cf 18.17'W x 74.40'L x 2.33'H Field A 3,154 cf Overall-737 cf Embedded=2,417 cf x 40.0%Voids #2A 229.50' 737 cf ADS_StormTech SC-310+Cap x 50 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 5 Rows of 10 Chambers 1,704 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 229.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 229.50' 12.0" Round Culvert L.=35.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=229.50'/218.00' S=0.3286'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 229.50' 4.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.13 cfs @ 11.60 hrs HW=229.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary Outflow Max=0.37 cfs @ 12.09 hrs HW=230.16' (Free Discharge) L2=Culvert (Passes 0.37 cfs of 1.52 cfs potential flow) L3=Orifice (Orifice Controls 0.37 cfs @ 3.31 fps) 5190-HydroCAD S14 Type II24-hr 10-YR Rainfall=3.73" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 17 Pond 2P: SC-310 CHAMBERS (1B) Hydrograph I I ■Inflow 1.43 cfs ■outflow Inflow Area:y 12,©23 Sf ■Discarded ■Primary Peels Elev7239.16' toragi�r 6r0- N U 0 0.49 cfs LL I I V 0.37 cfs I V I 0. 0 �.e .. ... ® viii, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1S: PRE 1 Runoff = 12.17 cfs @ 12.16 hrs, Volume= 43,003 cf, Depth= 3.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 100-YR Rainfall=6.24" Area(ac) CN Description 3.953 70 Woods,Good,HSG C 3.953 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 1S: PRE 1 Hydrograph 1 1 1 1 1 1 ■Runoff 13� 12.17 cfs 1 12� 1 Type)I Z4-ir - 11J +-+ +-+-+-1QO I'1B-/O�ainf =61 .21 G' �y�, - 10 - r r r r r r r r r r r r Ru iof#-/ rta=13r9J3-ac-- 9 - -_7 7 7 7 7 T T 7 7 7—RU noff VoIttnie 4-3,003-i -1 111111111 88� Rttn Depth=3.�0 7-` o =FP-ow_ n' th=4 0 a 6-/ 1II L _1 L L 1 L L J 1 1 1 1 L L L _ L_1, I_ 5- I I I 1-6r-12 .6 mIlni -L L L 7 7 4 L 4 7 L 1 + L L L L L 7 L + L L I 4�' 1 1 1 CIIN'70 r r r r r r r r r r Y r r r r r r r r r r r 3- 1 1 1 1 -r 7 7 7 7 Ir r 7 7 7 Ir r r Ir 7 7 7 7 Ir r r 22-' / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: POST 1A Runoff = 6.23 cfs @ 12.06 hrs, Volume= 19,142 cf, Depth= 5.42" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 100-YR Rainfall=6.24" Area(ac) CN Description 0.194 98 Roofs,HSG C 0.575 98 Paved parking,HSG C 0.204 72 Woods/grass comb.,Good,HSG C 0.973 93 Weighted Average 0.204 20.97%Pervious Area 0.769 79.03%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 75 0.0330 0.08 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 0.3 60 0.0250 3.21 Shallow Concentrated Flow, Paved Kv=20.3 fps 15.2 135 Total Subcatchment 2S: POST lA Hydrograph / 11111 I I I I I I I I I I I I I I I ■Runoff 6.23 cfs LLLTT r LL L rtYp� lWilt 61 I I i OOy T R Rainfall=16.24' _ r----1-1-1TTTT 1 1 T T T r r I I 1 T T T r r r I I 1 5---/ 1 Runoff) A1rea='IO.'973 ac LL , 11r LL11 R�inoff-I'VTIIIolurie=IIIiIIII9'Iy1IT42-CL I . 4� Riar�off ©eptly=6J42" p = --r----1T-T- - -,-T- r 01 T r T T r r 3_- _ I � 1'77"T �i�� 1-c1=16. I'Hr1 _ 1 I1 IL 1 1 1 1 1 1I 2- ØA CN=93 = I --1-----r-r-r- -T-rt-r v r r r r r r T r r r r 1-' I I I I I /% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: POST 1B Runoff = 2.41 cfs @ 11.96 hrs, Volume= 5,895 cf, Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 100-YR Rainfall=6.24" Area(ac) CN Description 0.058 98 Roofs,HSG C 0.203 98 Paved parking,HSG C 0.015 74 >75%Grass cover,Good,HSG C 0.276 97 Weighted Average 0.015 5.43%Pervious Area 0.261 94.57%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST 1B Hydrograph I I I I I I ❑Runoff 2.41 cfs Type 1M 4-hr 7 T T 1130-Y R- nfa�1l 6.24''-- 2� I II FuhbflfA�wba'=0.2II 76 Ruriotf VroNn =5,89$ c Runoff LL T�=6.0 rn -1 J -1 1 1 1 � - - � � 1 1 1 � � - - -I J 1 1 1 I- I- 1- I -I� 1 // QN=97 // / I iiiiii�� �iii������ ‘le 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 4S: POST 1C Runoff = 8.61 cfs @ 12.16 hrs, Volume= 30,374 cf, Depth= 3.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.04 hrs Type II 24-hr 100-YR Rainfall=6.24" Area(ac) CN Description 0.074 98 Paved parking,HSG C 2.631 70 Woods,Good,HSG C 2.705 71 Weighted Average 2.631 97.26%Pervious Area 0.074 2.74%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 100 0.0350 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.80" 4.2 320 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.6 420 Total Subcatchment 4S: POST 1C Hydrograph I I I ■Runoff gam, 8.61 cfs Typ-I-$--hr-- 8 00,88 F ainfiHH=16.214' 7--` Runoff Area_'12J705 nn 6 RUnoff IIIVlIolulllmle=30,374 �f 2. 5 - RiUKoffpltlt- 109mil " Flow eng-th740 - _ tc=1 •V mI�n 3:- CIN671 2 1�, II II II II 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Pond 1P: SC-310 CHAMBERS (1A) Inflow Area= 42,384 sf, 79.03%Impervious, Inflow Depth= 5.42" for 100-YR event Inflow = 6.23 cfs @ 12.06 hrs, Volume= 19,142 cf Outflow = 3.16 cfs @ 12.23 hrs, Volume= 19,142 cf, Atten=49%, Lag=9.9 min Discarded = 0.40 cfs @ 11.28 hrs, Volume= 14,309 cf Primary = 2.76 cfs @ 12.23 hrs, Volume= 4,833 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev.232.31' @ 12.23 hrs Surf.Area=4,328 sf Storage=5,506 cf Plug-Flow detention time=48.5 min calculated for 19,142 cf(100%of inflow) Center-of-Mass det. time=48.5 min(825.4-776.9) Volume Invert Avail.Storage Storage Description #IA 230.00' 3,037 cf 34.83'W x 124.24'L x 2.33'H Field A 10,098 cf Overall-2,506 cf Embedded=7,592 cf x 40.0%Voids #2A 230.50' 2,506 cf ADS_StormTech SC-310+Cap x 170 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 10 Rows of 17 Chambers 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 230.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 231.20' 12.0" Round Outlet Pipe L= 10.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=231.20'/231.00' S=0.0200'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 231.20' 11.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.40 cfs @ 11.28 hrs HW=230.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary Outflow Max=2.75 cfs @ 12.23 hrs HW=232.31' (Free Discharge) L2=Outlet Pipe (Passes 2.75 cfs of 2.92 cfs potential flow) L3=Orifice (Orifice Controls 2.75 cfs @ 3.81 fps) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 23 Pond 1P: SC-310 CHAMBERS (1A) Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II ■Inflow 6.23 cfs ' ' I ' ' ' ' ' ' ■outflow ,,,/ I inflow 71 rea 42 384sT ■Discarded I1 11 I ILLp�M,�(L F^I QI`,I 4I, II II ■Primary L--L-L--J-L--J-1-L -L--L-L--J-L--L-Pak-EIe 232.31IIIIII ,_ 6- I sfdrTgi:,,,$,$00 Tif L--L-L--L-L--L 1-L -L--L-L--L-L--L-L--L-1----1-L--L-L--L-L 5� 1 I I I I 1 , -- - --+ + + + + +--+-+--+-+--+-+--+ + +--+-+--+ + i 4--/ 3.16 Cts IVa - 1 1 1 1 1 1 I I 3o - �1- - 1r -r--r-r--r-r--r-r--r-+----trr-r--r-r LL 3— 2.76 cfs � � I I rot I I I I- 7T1 + - r7T--11- 7T1T----TI- 7r , T 2— I I I I 1� 0.41,141,1- ssssii 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 sin 00936 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond 2P: SC-310 CHAMBERS (1B) Inflow Area= 12,023 sf, 94.57%Impervious, Inflow Depth= 5.88" for 100-YR event Inflow = 2.41 cfs @ 11.96 hrs, Volume= 5,895 cf Outflow = 0.80 cfs @ 12.09 hrs, Volume= 5,895 cf, Atten=67%, Lag=7.8 min Discarded = 0.13 cfs @ 11.16 hrs, Volume= 3,872 cf Primary = 0.67 cfs @ 12.09 hrs, Volume= 2,022 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.04 hrs Peak Elev.231.29' @ 12.09 hrs Surf.Area= 1,352 sf Storage= 1,682 cf Plug-Flow detention time=20.4 min calculated for 5,888 cf(100%of inflow) Center-of-Mass det. time=20.4 min(767.8 -747.4) Volume Invert Avail.Storage Storage Description #1A 229.00' 967 cf 18.17'W x 74.40'L x 2.33'H Field A 3,154 cf Overall-737 cf Embedded=2,417 cf x 40.0%Voids #2A 229.50' 737 cf ADS_StormTech SC-310+Cap x 50 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.12'L= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.56'L with 0.44'Overlap 5 Rows of 10 Chambers 1,704 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 229.00' 4.000 in/hr Exfiltration over Surface area #2 Primary 229.50' 12.0" Round Culvert L.=35.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert=229.50'/218.00' S=0.3286'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #3 Device 2 229.50' 4.5"Vert.Orifice C=0.600 Discarded Outflow Max=0.13 cfs @ 11.16 hrs HW=229.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary Outflow Max=0.67 cfs @ 12.09 hrs HW=231.28' (Free Discharge) L2=Culvert (Passes 0.67 cfs of 4.28 cfs potential flow) L3=Orifice (Orifice Controls 0.67 cfs @ 6.07 fps) 5190-HydroCAD S14 Type II24-hr 100-YR Rainfall=6.24" Prepared by ABD Engineers,LLP HydroCAD®10.00-18 s/n 00936 ©2016 HydroCAD Software Solutions LLC Page 25 Pond 2P: SC-310 CHAMBERS (1B) Hydrograph 111111111 I II I ■Inflow 2.41 cfs 111111111 ■outflow Inflow Area�yI 12,©23 Sf ■Pmaarryde d P$$-EIHV-2 29'-- $tdr1ge=-1,1 ,68 cf 2 ° 0.80 cfs L 1 0.67 cfs I 0.1 1® A 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours)