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HomeMy WebLinkAboutStormwater Report - July, 2013 - a Project Manual For: STORMWATER REPORT PIZZA RANCH OAK PARK HEIGHTS, MINNESOTA July 2013 Project No. 13-15300 41) GRoup Mankato, MN Faribault, MN Storm Lake, IA www.is-grp.com Algona, IA One firm-start to finish" Sac City, IA La Crosse,WI ARCHITECTS• ENGINEERS PLANNERS•LAND SURVEYORS•SCIENTISTS IBS GROUP Signature Sheet I HEREBY CERTIFY THAT THESE CALCULATIONS WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED r PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. 4t).444449ka- Ly . Bruns,PE Project Engineer — Reg.No.43,115 .— I&S Group 1415 Town Square Lane Faribault, Minnesota 55021 Pizza Ranch Oak Park Heights,Minnesota Engineer's Project Number: 13-15300 Dated this 17th day of July 2013 Pizza Ranch Oak Park Heights i Stormwater Report IBS GROUP ' One lion-9attmfmish" Table of Contents Page# Introduction 1 Existing Site Drainage Conditions 1 Proposed Site Drainage Conditions 2 Stormwater Calculations 2 Table 1.1 Impervious Area Calculations -► Table 1.2 Stormwater Runoff Comparison Table Appendix A— Stormwater Pollution Prevention Plans(SWPPP) Appendix B— HydroCAD Hydraulic Analysis—Existing Conditions Appendix C— HydroCAD Hydraulic Analysis—Proposed Conditions Appendix D— Best Management Practices Checklist IMma Pizza Ranch Oak Park Heights ii Stormwater Report IES GROUP 0.firm-rran to finish" Introduction This stormwater management report was developed in conjunction with a site plan for a new Pizza Ranch Restaurant to be located at PID 0502920220014 in Oak Park Heights, Minnesota. The 2.34-acre property is located on 60th Street North approximately 0.45 miles west of the intersection with Washington Avenue and is currently vacant. This project will include the construction of a new 6,248 square foot Pizza Ranch Restaurant, 132-stall parking lot, all necessary utilities, storm drainage, landscaping, and restoration. In conjunction with the completion of the site plans, hydraulic models and this drainage report were compiled to demonstrate the impacts of the proposed development on current and proposed drainage conditions. This project is within the City of Oak Park Heights as well as the Brown's Creek Watershed District (BCWD). Both the City and the BCWD's stormwater management and other applicable standards will be met with this plan. Since the project will disturb more than one acre, a MPCA/NPDES permit will be required in conjunction with plans incorporating applicable best management practices. Existing Site Drainage Conditions There is one main drainage pattern for this parcel(See SWPPP, Appendix A). The entire parcel currently drains to the south and east and into the existing basin east and south of the parcel. From this point the stormwater flows north under TH 36. The existing site ... conditions are such that the existing lot area draining to this system consists of 2.50 acres with 0.14 acres of impervious surface. Proposed Site Drainage Conditions The development of this parcel will result in the construction of a 6,248 square foot Pizza Ranch Restaurant, 132-stall parking lot, all necessary utilities, storm drainage, landscaping, and restoration. The site drainage for the parcel will ultimately flow into the existing wetland east and south of the parcel. 1.50 acres will flow into two dry ponds located on the eastern edge of the parcel and then overflow into the existing basin. 0.15 _ acres will flow into a new storm sewer inlet at the southeast corner of the proposed parking lot. The proposed storm sewer inlet will be tied into the existing storm sewer system that crosses the parcel from the property located immediately to the west. The _ existing storm sewer then outlets into the existing wetland. The remaining 0.85 acres will flow directly to the existing basin to the east of the site. The proposed conditions will result in a 2.50-acre drainage area with 1.46 acres of it being impervious surfaces. Pizza Ranch Oak Park Heights 1 Stormwater Report GROUP _ Ore fmm-3tahrofiniah" Stormwater Calculations In conjunction with the completion of the construction plans for the Pizza Ranch Restaurant project, calculations were performed for the site and for the existing and proposed stormwater facilities. These calculations were done using hydraulic models "' developed utilizing the design data and the HydroCAD computer modeling system. — These models were used to provide sizing and analysis for the proposed stormwater facilities and to compare to the performance of the existing stormwater facilities. A comparison of the existing and proposed impervious area for the Pizza Ranch — Restaurant is illustrated by the following Table 1.1. TABLE 1.1 -IMPERVIOUS AREA CALCULATIONS — CALCULATIONS IMPERVIOUS AREA %OF SITE (ACRES) IMPERVIOUS EXISTING PIZZA RANCH CONDITIONS 0.14 6% PROPOSED PIZZA RANCH CONDITIONS 1.46 58% The following Table 1.2 provides a comparison of the runoff rates and volumes between the existing Pizza Ranch Restaurant site and the proposed conditions. TABLE 1.2- STORMWATER RUNOFF COMPARISON TABLE EXISTING PIZZA RANCH PROPOSED PIZZA RANCH DESIGN EVENT CALCULATIONS CALCULATIONS RUNOFF RATE RUNOFF VOLUME RUNOFF RATE RUNOFF VOLUME 2-YEAR 0.51 CFS 0.04 ACRE-FT 0.79 CFS 0.05 ACRE-FT 10-YEAR _ 3.10 CFS 0.15 ACRE-FT 2.11 CFS 0.16 ACRE-FT 100-YEAR 7.45 CFS 0.33 ACRE-FT 4.11 CFS 0.41 ACRE-FT Due to the fact that this property falls within the BCWD's jurisdiction, the site is also subject to additional rules and regulations. The watershed has separate rules that must be met in order to develop sites within their watershed, regardless of the City where it is located. The BCWD also has additional requirements for erosion and sediment control and an independent review process that will also be addressed for this project. The remaining calculations and other exhibits to this report are as follows: Existing and Proposed HydroCAD Calculations are enclosed in Appendices B and C respectively and the Best Management Practices Checklist in Appendix D. 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Di �;.��,, 1. i i 1 1 t ii ; 1 ,. .1 A i I 11 11 i lil ;1 !411 ir1111 11 il • !A I fl -1 i I 1 11 11 1 iI 11 ; ills.1 11 i !I1111 ti is .1 1: i t i 1i ; i f 1( t' I liHhlili III ii t f n! !1 1 !I Jili I1 11111111111k !I! � f+a i� ail e 4 i i i i l; ` .! .. i .I lit j i rrrrrr I i ' i I�3 1 III 1 ; . 1. EI iF I lit E 1I b i i ,E of lip i E 1 1 . a 1 i■5 i ll i i a 0 A t1 ti s +a irrrrrr Iiii ii ; I## i Iii I. 1 II ;1111 I+ U 1111! tL ! 11111 i i 1 GROUP �f rm_start m finish° Appendix B HydroCAD Hydraulic Analysis — Existing Conditions Pizza Ranch Oak Park Heights B Stormwater Report _ 1S Of ite North On-Site 3R Runoff (Subca) Reach and Routing Diagram for 15300 Existing Prepared by Hewlett-Packard Company, Printed 7/17/2013 HydroCAD®10.00 sln 02403 ©2012 HydroCAD Software Solutions LLC 15300 Existing Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.006 30 >75%Grass cover, Good, HSG A (1S) 2.351 57 >75%Grass cover, Good, HSG B (15,2S) 0.144 98 Paved parking, HSG B (1S) 2.501 59 TOTAL AREA 15300 Existing Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCADO 10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.006 HSG A 15 2.495 HSG B 1S,2S 0.000 HSG C _ 0.000 HSG D 0.000 Other 2.501 TOTAL AREA 15300 Existing Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 4 Ground Covers(all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.006 2.351 0.000 0.000 0.000 2.357 >75%Grass cover,Good 1S,2S 0.000 0.144 0.000 0.000 0.000 0.144 Paved parking 1 S 0.006 2.495 0.000 0.000 0.000 2.501 TOTAL AREA ' I 15300 Existing Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 — HydroCADO 10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS — Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: On-Site Runoff Area=102,032 sf 6.14% Impervious Runoff Depth>0.20" Flow Length=290' Tc=6.5 min CN=59 Runoff=0.49 cfs 0.038 af Subcatchment 2S: Offsite North Runoff Area=6,915 sf 0.00% Impervious Runoff Depth>0.15" Tc=5.0 min CN=57 Runoff=0.02 cfs 0.002 af — Reach 3R: Runoff Inflow=0.51 cfs 0.040 af Outflow=0.51 cfs 0.040 af Total Runoff Area=2.501 ac Runoff Volume=0.040 af Average Runoff Depth=0.19" 94.25%Pervious=2.357 ac 5.75%Impervious=0.144 ac 15300 Existing Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Pace 6 — Summary for Subcatchment 1S: On-Site Runoff = 0.49 cfs @ 12.02 hrs, Volume= 0.038 af, Depth> 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.80" — Area(sf) CN Description " 267 30 >75%Grass cover, Good, HSG A — 6,263 98 Paved parking, HSG B " 95,502 57 >75%Grass cover, Good, HSG B 102,032 59 Weighted Average 95,769 93.86% Pervious Area —" 6,263 6.14% Impervious Area Tc Length Slope Velocity Capacity Description — (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2=2.80" 0.7 50 0.0200 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2=2.80" 2.2 25 0.0600 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" — 1.1 150 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.5 290 Total Iii 15300 Existing Type/l 24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 7 Subcatchment 1S: On-Site Hydrograph 0.55:— 0.49 cfs I —Runoff 0.5— — — ---- -- ... — TypEiI.-24-hr 04- 2-Year Rainfall=2.80" 0.35- Runoff Arena=102,032 sf 0.3_ Runoff Volume=0.038 of Runoff Deptha0.20" 2 0.2s_ u. 0.2_ Flow Length=290' Tc=65 min 0.15- CN=59 0.05- 5 8 7 8 9 10 11 12 13 14 15 16 17 1,8 19 20 Time (hours) r ... tr 15300 Existing Type/l 24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Offsite North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 12.01 hrs, Volume= 0.002 af, Depth> 0.15" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.80" Area(sf) CN Description " 6,915 57 >75%Grass cover, Good, HSG B 6,915 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Offsite North Hydrograph 0 023i 0.022: - I 0.02 cfs —Runoff 0 021 0 02i Type II 24-trrr o.o1s- ... 0 018t-0.0n' 2_Ye 0 0 016: Runoff Area=6,915 sf 0.015'. ▪ 00,4- Runoff Volume=0.002 af 00,34 Runoff Depth>0.15 rr • 0011 LL 0.01, 0.009 L0 min 0.06 ---- -- --_ _- - - 0.0007 GN=ST 0.006 0.005 0.004 0.003 ... 0.002 0.001 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) `.. I 15300 Existing Type l/24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 9 Summary for Reach 3R: Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 2.501 ac, 5.75% Impervious, Inflow Depth > 0.19" for 2-Year event Inflow = 0.51 cfs @ 12.02 hrs, Volume= 0.040 af Outflow = 0.51 cfs @ 12.02 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Reach 3R: Runoff Hydrograph 0.55- 0.51 cfs I —Inflow —Outflow — — 0.5: Inflow Area=2.501 ac 0.45 0.4 0.35} 0.31 .r u _ LL 0.25_ 0.27 • 0.1 0.05T- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 — Time (hours) 15300 Existing Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 10 — Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: On-Site Runoff Area=102,032 sf 6.14% Impervious Runoff Depth>0.71" Flow Length=290' Tc=6.5 min CN=59 Runoff=2.93 cfs 0.139 af .... Subcatchment 2S: Offsite North Runoff Area=6,915 sf 0.00% Impervious Runoff Depth>0.62" Tc=5.0 min CN=57 Runoff=0.18 cfs 0.008 af — Reach 3R: Runoff Inflow=3.10 cfs 0.147 af Outflow=3.10 cfs 0.147 af Total Runoff Area=2.501 ac Runoff Volume=0.147 af Average Runoff Depth=0.70" 94.25% Pervious=2.357 ac 5.75%Impervious=0.144 ac r 15300 Existing Type l/24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 — HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 1S: On-Site Runoff = 2.93 cfs @ 12.00 hrs, Volume= 0.139 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area(sf) CN Description — "` 267 30 >75%Grass cover, Good, HSG A 6,263 98 Paved parking, HSG B * 95,502 57 >75%Grass cover, Good, HSG B 102,032 59 Weighted Average 95,769 93.86% Pervious Area 6,263 6.14% Impervious Area -- Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0500 0.17 Sheet Flow, ,r Grass: Short n= 0.150 P2=2.80" 0.7 50 0.0200 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2=2.80" 2.2 25 0.0600 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.1 150 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.3500 9.52 Shallow Concentrated Flow, — Unpaved Kv= 16.1 fps 6.5 290 Total 15300 Existing Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 12 Subcatchment 1S: On-Site Hydrograph 2.93 cfs I —Runoff Type 1 124-h r 10-Year Rainfall=4.20" Runoff Area=102,032 sf 2 Runoff Volume=0.139 of Runoff Depth>0.71" LL Flow Length=290' Tc=6.5 min CN=59 5 6 7 6 9 10. 11. 1,2. 1,3. 1,4. 1,5. 16. 17 16. 19 20 Time (hours) I,I 15300 Existing Type l/24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 -- HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 2S: Offsite North [49] Hint:Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 11.98 hrs, Volume= 0.008 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area(sf) CN Description 6,915 57 >75%Grass cover, Good, HSG B 6,915 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Offsite North Hydrograph 0 19= — = I0.18cfs Runoff 0.18= 0 17i- 0 16i Type II 24-hr 0.15; 10-Year Rainfall=4:20" 0.14. 0.13- Runoff Area=6,915 sf 0 12= Runoff Volume=0.008 af 01° 3 -Runoff Depth>0 2" LL 0.09- 0.08= —T-c=5.-0 min 0.07 0.08 C41=57--0.05 0.04- - -- 0.03 0.02 0.01= per . . . ..� 5 6 7 8 9 10 11 J2i4 1,5 18 17 .18 19 210 Time (hours) 15300 Existing Type/l 24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 14 — Summary for Reach 3R: Runoff [40] Hint: Not Described(Outflow=Inflow) Inflow Area= 2.501 ac, 5.75% Impervious, Inflow Depth > 0.70" for 10-Year event Inflow = 3.10 cfs @ 11.99 hrs, Volume= 0.147 of Outflow = 3.10 cfs @ 11.99 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs ,_ Reach 3R: Runoff Hydrograph 3.10 cfs I Inflow -Outflow 3- Inflow Area=2.501 ac 2 0 LL 1 \%.%"•-■ 5 6 7 8 9 10 11 112 13 14 15 16 17 18 19 20 Time (hours) II it 15300 Existing Type l/24-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 15 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: On-Site Runoff Area=102,032 sf 6.14% Impervious Runoff Depth>1.60" Flow Length=290' Tc=6.5 min CN=59 Runoff=7.02 cfs 0.311 af Subcatchment 2S: Offsite North Runoff Area=6,915 sf 0.00% Impervious Runoff Depth>1.45" Tc=5.0 min CN=57 Runoff=0.45 cfs 0.019 af Reach 3R: Runoff Inflow=7.45 cfs 0.330 af Outflow=7.45 cfs 0.330 af Total Runoff Area=2.501 ac Runoff Volume=0.330 af Average Runoff Depth=1.59" 94.25%Pervious=2.357 ac 5.75%Impervious=0.144 ac 15300 Existing Type/l 24-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 16 — Summary for Subcatchment 1S: On-Site Runoff = 7.02 cfs @ 11.99 hrs, Volume= 0.311 af, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type II 24-hr 100-Year Rainfall=5.90" Area(sf) CN Description " 267 30 >75%Grass cover, Good, HSG A _ 6,263 98 Paved parking, HSG B " 95,502 57 >75%Grass cover, Good, HSG B 102,032 59 Weighted Average 95,769 93.86% Pervious Area 6,263 6.14% Impervious Area Tc Length Slope Velocity Capacity Description — (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0500 0.17 Sheet Flow, Grass: Short n=0.150 P2=2.80" 0.7 50 0.0200 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2=2.80" 2.2 25 0.0600 0.19 Sheet Flow, Grass: Short n= 0.150 P2=2.80" — 1.1 150 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps — 6.5 290 Total — III' 15300 Existing Type/l 24-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 17 Subcatchment 1S: On-Site Hydrograph 7.02 cfs —Runoff Type II 24-hr 6- 100-Year Rainfall 5.90" 5- Runoff Area=102,032 sf _ Runoff Volume=0.311 of _ 0 41 RunoDepth>1 .60" 3- Flow Length=290' Tc=6.5 min 2- CN=59 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 15300 Existing Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 18 — Summary for Subcatchment 2S: Offsite North [49] Hint:Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 11.97 hrs, Volume= 0.019 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.90" — Area(sf) CN Description 6,915 57 >75%Grass cover, Good, HSG B 6,915 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, — Subcatchment 2S: Offsite North Hydrograph os- o 0.46- 0.45 cfs i —Runoff 044; °42: Type It 24-hr 0.4= 0.36= 100-Year Rainfall=5.90" 0.36: O.34- RUnOff /t.. �11- 03; 026: Runoff V©lume=0.019 af 0.24, Runoff Depth>1.45" tL 0.27: Tc=5.O min 0.18_ 016=- _ - - 0.14 CN=57 — 0.06: — o.oa 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — 1 15300 Existing Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 19 Summary for Reach 3R: Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 2.501 ac, 5.75% Impervious, Inflow Depth > 1.59" for 100-Year event Inflow = 7.45 cfs @ 11.99 hrs, Volume= 0.330 af Outflow = 7.45 cfs @ 11.99 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3R: Runoff Hydrograph B; 7.45 cfs Inflow —Outflow Inflow Area=2.501 ac 6. 0 4 o 2- _- 1 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) - Its GROUP — Appendix C — HydroCAD Hydraulic Analysis — Proposed Conditions Pizza Ranch Oak Park Heights C Stormwater Report <2S> Direct R noff Drainage to NE Pon AND NE Pond Drainage to SE Pond 6P — 8R 4S SE Pond Site Runoff Drainage to Existing CB Storm Sewer 7P Existing Storm Sewer KSubca Reach and Link Routing Diagram for 15300 Proposed Prepared by Hewlett-Packard Company, Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC 15300 Proposed Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 2 — Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.159 57 >75%Grass cover,Good, HSG B (1S) _ 0.886 61 >75%Grass cover, Good, HSG B (1S,2S, 3S,4S) 1.457 98 Paved parking, HSG B (2S, 3S,4S) 2.502 82 TOTAL AREA 15300 Proposed Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 3 Soil Listing(all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 2.502 HSG B 1S,2S, 3S,4S 0.000 HSG C 0.000 HSG D 0.000 Other 2.502 TOTAL AREA 15300 Proposed Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCADO 10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 4 — Ground Covers(all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 1.045 0.000 0.000 0.000 1.045 >75%Grass cover,Good 1S,2S, 3S, 4S 0.000 1.457 0.000 0.000 0.000 1.457 Paved parking 2S, 3S,4S 0.000 2.502 0.000 0.000 0.000 2.502 TOTAL AREA _ I , II il 15300 Proposed Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 5 Pipe Listing(all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 7P 919.38 918.56 128.9 0.0064 0.012 24.0 0.0 0.0 15300 Proposed Type I124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 6 - Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method - Subcatchment 1S: Direct Runoff Runoff Area=0.855 ac 0.00% Impervious Runoff Depth=0.26" Tc=5.0 min CN=60 Runoff=0.25 cfs 0.019 af Subcatchment 2S: Drainage to NE Pond Runoff Area=0.356 ac 89.89% Impervious Runoff Depth=2.16" Tc=5.0 min CN=94 Runoff=1.31 cfs 0.064 af Subcatchment 3S: Drainage to SE Pond Runoff Area=1.145 ac 86.99% Impervious Runoff Depth=2.06" Tc=5.0 min CN=93 Runoff-4.08 cfs 0.197 af Subcatchment 4S: Drainage to Existing Storm Runoff Area=0.146 ac 96.58% Impervious Runoff Depth=2.46" Tc=5.0 min CN=97 Runoff=0.58 cfs 0.030 af Reach 8R: Site Runoff Inflow=0.79 cfs 0.049 af - Outflow=0.79 cfs 0.049 af Pond 5P: NE Pond Peak EIev=932.99' Storage=2,788 cf Inflow=1.31 cfs 0.064 af Outflow=0.00 cfs 0.000 af Pond 6P: SE Pond Peak EIev=934.38' Storage=8,576 cf Inflow=4.08 cfs 0.197 af Outflow=0.00 cfs 0.000 af - Pond 7P: Existing Storm Sewer Peak EIev=919.70' Inflow=0.58 cfs 0.030 af 24.0" Round Culvert n=0.012 L=128.9' S=0.0064'/' Outflow=0.58 cfs 0.030 af Total Runoff Area=2.502 ac Runoff Volume=0.310 af Average Runoff Depth=1.49" 41.77%Pervious=1.045 ac 58.23%Impervious=1.457 ac 15300 Proposed Type/l 24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Direct Runoff Runoff = 0.25 cfs @ 12.00 hrs, Volume= 0.019 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 2-Year Rainfall=2.80" Area(ac) CN Description * 0.159 57 >75%Grass cover, Good, HSG B 0.696 61 >75% Grass cover, Good, HSG B 0.855 60 Weighted Average 0.855 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Direct Runoff Hydrograph 0.29- 0.26- 1 0.25 cfs —Runoff e} 024: Type of 24-br 0.22 2-Year Rainfa1=2.80" 0.2- – 018 Runoff Area=0 5_ac . : /� 0.16- __- —Run Tff V -O A IS-af- 0.,4 Runoff Depth=0.26" LL 0.12- _.... .. . ,. Tc=5.0 min 0.09 CN=60 0.06 0.04 0.02 Liminimmi, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type/l 24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 8 — Summary for Subcatchment 2S: Drainage to NE Pond Runoff = 1.31 cfs @ 11.96 hrs, Volume= 0.064 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 2-Year Rainfall=2.80" — Area(ac) CN Description 0.008 61 >75%Grass cover, Good, HSG B _ 0.320 98 Paved parking, HSG B 0.028 61 >75%Grass cover, Good, HSG B 0.356 94 Weighted Average 0.036 10.11% Pervious Area — 0.320 89.89% Impervious Area Tc Length Slope Velocity Capacity Description — (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Drainage to NE Pond — Hydrograph 131cfs ' —Runoff — Type II 24-h r 2-Year Rainfall=2.80" — 1 uncYff Area ..356 ac Runoff Volume=0.064 af Runoff Depth=2.16" LL Tc=5.0 min — CN=94 o , 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type l/24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: Drainage to SE Pond Runoff = 4.08 cfs @ 11.96 hrs, Volume= 0.197 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt=0.04 hrs Type II 24-hr 2-Year Rainfall=2.80" Area(ac) CN Description -- 0.006 61 >75%Grass cover, Good, HSG B 0.554 98 Paved parking, HSG B 0.442 98 Paved parking, HSG B 0.012 61 >75% Grass cover, Good, HSG B 0.012 61 >75%Grass cover, Good, HSG B 0.005 61 >75%Grass cover, Good, HSG B 0.009 61 >75%Grass cover, Good, HSG B -- 0.004 61 >75%Grass cover, Good, HSG B 0.101 61 >75%Grass cover, Good, HSG B 1.145 93 Weighted Average 0.149 13.01% Pervious Area 0.996 86.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, _. Subcatchment 3S: Drainage to SE Pond Hydrograph ,., I 4.08 cfs I —Runoff 4 Type 1 124-h r -- - 2-Year Rainfall=2.80" 3- Runoff Area=4 45 -- - Runoff Volume=0.197 af Runoff Depth=2.06" u- 2- - Tc=5.0 min CN=93 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) s.. 15300 Proposed Type l/24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 10 "` Summary for Subcatchment 4S: Drainage to Existing Storm Sewer Runoff = 0.58 cfs @ 11.95 hrs, Volume= 0.030 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 2-Year Rainfall=2.80" Area(ac) CN Description 0.005 61 >75%Grass cover, Good, HSG B 0.141 98 Paved parking, HSG B 0.146 97 Weighted Average 0.005 3.42% Pervious Area 0.141 96.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) -•- 5.0 Direct Entry, Subcatchment 4S: Drainage to Existing Storm Sewer Hydrograph 0.6 0.58 cfs -Runoff .t. 0.55 - - Type 11-2441 r 05 2-Year Rainfall=2.80" 0.45 Runoff Area=0.146 ac 0.4 - 0.35 Runoff Volume=0.030 af �. 0.3 Runoff-Depth=2.46 LL 0.25 — TC 5 0-JflIfl 0.2 - - - - =97 0.1s 0.1 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) y, ;I� OMB 15300 Proposed Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 11 Summary for Reach 8R: Site Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 2.502 ac, 58.23% Impervious, Inflow Depth = 0.23" for 2-Year event Inflow = 0.79 cfs @ 11.97 hrs, Volume= 0.049 af Outflow = 0.79 cfs @ 11.97 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Reach 8R: Site Runoff Hydrograph 0.85: _Inflow 0.79 cfs 0 87 —Outflow 0.7 inflow Area=2.502 ac = 0.65: - ---- - -- 0.55- a 0.5- — 0.45: — - 0 0.4. u_ 0.35_ 0.3= 0 25= 0.15- 01 0.05: -- _ - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ar 15300 Proposed Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 12 Summary for Pond 5P: NE Pond - Inflow Area= 0.356 ac, 89.89% Impervious, Inflow Depth= 2.16" for 2-Year event Inflow = 1.31 cfs @ 11.96 hrs, Volume= 0.064 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af - Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs,dt=0.04 hrs Peak Elev=932.99' @ 24.32 hrs Surf.Area= 1,393 sf Storage=2,788 cf - Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 929.50' 7,365 cf Custom Stage Data(Prismatic) Listed below(Recalc) - Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.50 207 0 0 935.50 2,248 7,365 7,365 - Device Routing Invert Outlet Devices #1 Primary 935.25' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir - Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 - Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.50' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 15300 Proposed Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 13 Pond 5P: NE Pond Hydrograph 1.31 cfs I _Inflow Primary Inflow Area=0. ac _ eak Elev=932356.99' 1_ Storage=2,788 cf _ 3 0.00 CfS 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 _ Time (hours) 15300 Proposed Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 14 - Summary for Pond 6P: SE Pond Inflow Area= 1.145 ac, 86.99% Impervious, Inflow Depth= 2.06" for 2-Year event Inflow = 4.08 cfs @ 11.96 hrs, Volume= 0.197 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af - Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.04 hrs Peak Elev= 934.38' @ 24.32 hrs Surf.Area=2,922 sf Storage= 8,576 cf - Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 929.90' 13,524 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.90 904 0 0 935.90 3,604 13,524 13,524 - Device Routing Invert Outlet Devices #1 Primary 935.40' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir - Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.90' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) - rl rr 15300 Proposed Type l/24-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 15 Pond 6P: SE Pond Hydrograph I 4.08 cfs I —Inflow —Primary — 4 Inflow Area=1 .145 ac Peak Elev=934.38' 3 Storage=8,576 cf - 3 . 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 2-Year Rainfall=2.80" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 16 Summary for Pond 7P: Existing Storm Sewer [57] Hint: Peaked at 919.70' (Flood elevation advised) — Inflow Area= 0.146 ac, 96.58% Impervious, Inflow Depth = 2.46" for 2-Year event Inflow = 0.58 cfs @ 11.95 hrs, Volume= 0.030 af — Outflow = 0.58 cfs @ 11.95 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 11.95 hrs, Volume= 0.030 af Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.04 hrs Peak Elev= 919.70' @ 11.95 hrs Device Routing Invert Outlet Devices — #1 Primary 919.38' 24.0" Round RCP Round 24" L= 128.9' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 919.38'/918.56' S= 0.0064'/' Cc=0.900 _ n= 0.012 Concrete pipe,finished, Flow Area= 3.14 sf Primary OutFlow Max=0.57 cfs @ 11.95 hrs HW=919.70' (Free Discharge) t1=RCP_Round 24" (Barrel Controls 0.57 cfs @ 2.65 fps) — Pond 7P: Existing Storm Sewer Hydrograph — 0.6:7 1 0.58 cfs I —Inflow —Primary 055- Inflow Area-0.146 ac 0.45- - -- - ---- --- Peak Elev=919.--7--0' _ 24.0u Round-ulvert 0.35— - 0 0.3- T. n=0.012 0.25- - - - ---- -- -- - 0 2= - L=128.9' S=0.0064 '/' 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) -- 15300 Proposed Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 17 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Direct Runoff Runoff Area=0.855 ac 0.00% Impervious Runoff Depth=0.86" Tc=5.0 min CN=60 Runoff=1.24 cfs 0.061 of Subcatchment 2S: Drainage to NE Pond Runoff Area=0.356 ac 89.89% Impervious Runoff Depth=3.52" Tc=5.0 min CN=94 Runoff=2.07 cfs 0.104 af Subcatchment 3S: Drainage to SE Pond Runoff Area=1.145 ac 86.99% Impervious Runoff Depth=3.41" Tc=5.0 min CN=93 Runoff=6.53 cfs 0.326 af Subcatchment 4S: Drainage to Existing Storm Runoff Area=0.146 ac 96.58% Impervious Runoff Depth=3.85" Tc=5.0 min CN=97 Runoff=0.88 cfs 0.047 af Reach 8R: Site Runoff Inflow=2.11 cfs 0.164 af Outflow=2.11 cfs 0.164 of Pond 5P: NE Pond Peak Elev=934.10' Storage=4,549 cf Inflow=2.07 cfs 0.104 af Outflow=0.00 cfs 0.000 af Pond 6P: SE Pond Peak Elev=935.43' Storage=11.869 cf Inflow=6.53 cfs 0.326 af Outflow=0.12 cfs 0.055 af Pond 7P: Existing Storm Sewer Peak EIev=919.78' Inflow=0.88 cfs 0.047 af 24.0" Round Culvert n=0.012 L=128.9' S=0.0064'P Outflow=0.88 cfs 0.047 af Total Runoff Area=2.502 ac Runoff Volume=0.539 of Average Runoff Depth=2.58" 41.77%Pervious=1.045 ac 58.23%Impervious=1.457 ac 15300 Proposed Type/l 24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 18 — Summary for Subcatchment 1S: Direct Runoff — Runoff = 1.24 cfs @ 11.97 hrs, Volume= 0.061 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=4.20" — Area(ac) CN Description 0.159 57 >75%Grass cover, Good, HSG B — 0.696 61 >75%Grass cover, Good, HSG B 0.855 60 Weighted Average 0.855 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, — Subcatchment 1S: Direct Runoff Hydrograph — 1.24cfs —Runoff Type II 24-hr 10-Year Rainfall=4.20" 1 Runoff Area=0.855 ac — Runoff Volume=0.061 af Runoff Depth=0.86" — LL Tc=5.0 min CN=-60 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 1 , 15300 Proposed Type l/24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: Drainage to NE Pond Runoff = 2.07 cfs @ 11.95 hrs, Volume= 0.104 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=4.20" Area(ac) CN Description 0.008 61 >75%Grass cover, Good, HSG B 0.320 98 Paved parking, HSG B 0.028 61 >75%Grass cover, Good, HSG B 0.356 94 Weighted Average 0.036 10.11% Pervious Area 0.320 89.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Drainage to NE Pond Hydrograph 2.07 cfs ' —Runoff 2- Type II 24-hr 10-Year Rainfall=4.20" Runoff Area=0.356 ac Runoff Volume=0.104 of Runoff Depth=3.52" I Tc=5.0 min CN=94 o ....,...T,,••.. .... .... ....,.� �-rte........ .... .... .... ... .. .. ,. .., 0 2 4 6 8 10 12 14 16 18 20 .--22, - 24 26 28 30. 32 34. 36 38 40 42 44 46 4(8 Time (hours) 15300 Proposed Type/l 24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 20 — Summary for Subcatchment 3S: Drainage to SE Pond Runoff = 6.53 cfs @ 11.95 hrs, Volume= 0.326 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.04 hrs Type II 24-hr 10-Year Rainfall=4.20" — Area(ac) CN Description 0.006 61 >75%Grass cover, Good, HSG B — 0.554 98 Paved parking, HSG B 0.442 98 Paved parking, HSG B 0.012 61 >75%Grass cover, Good, HSG B 0.012 61 >75%Grass cover, Good, HSG B — 0.005 61 >75%Grass cover, Good, HSG B 0.009 61 >75%Grass cover, Good, HSG B 0.004 61 >75%Grass cover, Good, HSG B — 0.101 61 >75%Grass cover, Good, HSG B 1.145 93 Weighted Average 0.149 13.01% Pervious Area 0.996 86.99% Impervious Area — Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 5.0 Direct Entry, Subcatchment 3S: Drainage to SE Pond — Hydrograph 7 16.53cfs I —Runoff 6- Type 1124-hr 10-Year Rainfall=4.20" — 5- Runoff Area=1.145 ac a- Runoff Volume=0.325 af- Runoff Depth=3.41" u_ 31 Tc=5.0 min CN=93 2- 1- o�....�....,... .........................:................... .... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 4.6 48 Time (hours) 15300 Proposed Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 4S: Drainage to Existing Storm Sewer Runoff = 0.88 cfs @ 11.95 hrs, Volume= 0.047 af, Depth= 3.85" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=4.20" Area(ac) CN Description 0.005 61 >75%Grass cover, Good, HSG B 0.141 98 Paved parking, HSG B 0.146 97 Weighted Average _ 0.005 3.42% Pervious Area 0.141 96.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Drainage to Existing Storm Sewer Hydrograph 0.95: 1 0.88 cfs ( —Runoff 0 85= — 0.6'. Type II 24-hr 0.75= 10-Year Rainfatl=4.20" 0.7 0.65= Runoff Area=0446 ac O6, _ 0 55 Runoff Yolume=.047 af 3 0.s; LL 0.45; Runoff Depth-3.85" 0.4= Tc=5.0 min 0.35 //''�►�� 0.3 -CN=97 0.25 0.2 0.15 — - 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type/l 24-hr 10-Year Rainfall=4.20 III Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCADO 10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 22 — Summary for Reach 8R: Site Runoff [40] Hint: Not Described (Outflow=lnflow) Inflow Area= 2.502 ac, 58.23% Impervious, Inflow Depth = 0.79" for 10-Year event Inflow = 2.11 cfs @ 11.97 hrs, Volume= 0.164 of — Outflow = 2.11 cfs @ 11.97 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-48.00 hrs, dt=0.04 hrs — Reach 8R: Site Runoff Hydrograph — 2.11 cfs � Inflow —Outflow 2 Inflow Area=2.,502 ac p 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) — 15300 Proposed Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 - HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 23 Summary for Pond 5P: NE Pond Inflow Area= 0.356 ac, 89.89% Impervious, Inflow Depth= 3.52" for 10-Year event Inflow = 2.07 cfs @ 11.95 hrs, Volume= 0.104 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag=0.0 min - Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.04 hrs - Peak Elev= 934.10' @ 24.32 hrs Surf.Area= 1,771 sf Storage=4,549 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 929.50' 7,365 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.50 207 0 0 - 935.50 2,248 7,365 7,365 Device Routing Invert Outlet Devices - #1 Primary 935.25' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 - 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.50' (Free Discharge) -- L1=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 15300 Proposed Type II 24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 24 — Pond 5P: NE Pond Hydrograph — 2.07 afs _Inflow Primary 2— I Inflow Area=0.356.ac - Peak Elev=934.10' Storage=4,549 cf 3 a 0.00 cfs — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) '— 15300 Proposed Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 - HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 25 Summary for Pond 6P: SE Pond Inflow Area= 1.145 ac, 86.99% Impervious, Inflow Depth= 3.41" for 10-Year event Inflow = 6.53 cfs @ 11.95 hrs, Volume= 0.326 af Outflow = 0.12 cfs @ 15.76 hrs, Volume= 0.055 af, Atten= 98%, Lag=228.5 min "" Primary = 0.12 cfs @ 15.76 hrs, Volume= 0.055 af Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.04 hrs - Peak Elev= 935.43' @ 15.76 hrs Surf.Area= 3,391 sf Storage= 11,869 cf Plug-Flow detention time= 575.6 min calculated for 0.055 af(17%of inflow) Center-of-Mass det.time=372.2 min ( 1,151.6-779.4) - Volume Invert Avail.Storage Storage Description #1 929.90' 13,524 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) - 929.90 904 0 0 935.90 3,604 13,524 13,524 Device Routing Invert Outlet Devices - #1 Primary 935.40' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 - 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary Outflow Max=0.10 cfs @ 15.76 hrs HW=935.43' (Free Discharge) - t1=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.38 fps) 15300 Proposed Type 11 24-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 26 — Pond 6P: SE Pond Hydrograph — 7- - 6.53 cfs —Inflow —Primary Inflow-Area=1 .145-ac - Peak EIev=935.43' Storage=11 ,869 cf F . 4_ — o - 1- 0.12 ds 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) — 15300 Proposed Type 1124-hr 10-Year Rainfall=4.20" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 27 Summary for Pond 7P: Existing Storm Sewer [57] Hint: Peaked at 919.78'(Flood elevation advised) Inflow Area= 0.146 ac, 96.58% Impervious, Inflow Depth= 3.85" for 10-Year event Inflow = 0.88 cfs @ 11.95 hrs, Volume= 0.047 af Outflow = 0.88 cfs @ 11.95 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 11.95 hrs, Volume= 0.047 af Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.04 hrs Peak Elev= 919.78' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 919.38' 24.0" Round RCP Round 24" L= 128.9' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 919.38'/918.56' S= 0.0064'P Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area= 3.14 sf Primary OutFlow Max=0.87 cfs @ 11.95 hrs HW=919.78' (Free Discharge) t1=RCP_Round 24" (Barrel Controls 0.87 cfs @ 2.98 fps) Pond 7P: Existing Storm Sewer Hydrograph 0 95= - 0.88 cfs I —Inflow 09: i —Primary 0 85- 0.8- Inflow Area=O. 46 ac 0 75- _Peak Elev 91 ' 0.65= X4.0" 06= E 0.55 _ - — 3 55 Round Culvert LL 0 451 n-0.012 0.4= 0 35 0.3- t==1-28.-9' 0.25- _ _ -_- --- -- 0.5= -S=0-4064 4/ 0.15= 0.1= 0.05=_.- 0' AT..... ... . .. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 28 - Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method - Subcatchment 1S: Direct Runoff Runoff Area=0.855 ac 0.00% Impervious Runoff Depth=1.86" Tc=5.0 min CN=60 Runoff=2.88 cfs 0.132 af - Subcatchment 2S: Drainage to NE Pond Runoff Area=0.356 ac 89.89% Impervious Runoff Depth=5.20" Tc=5.0 min CN=94 Runoff=2.98 cfs 0.154 af Subcatchment 3S: Drainage to SE Pond Runoff Area=1.145 ac 86.99% Impervious Runoff Depth=5.08" Tc=5.0 min CN=93 Runoff=9.47 cfs 0.485 af - Subcatchment 4S: Drainage to Existing Storm Runoff Area=0.146 ac 96.58% Impervious Runoff Depth=5.54" Tc=5.0 min CN=97 Runoff=1.25 cfs 0.067 af Reach 8R: Site Runoff Inflow=4.11 cfs 0.414 af - Outflow=4.11 cfs 0.414 of Pond 5P: NE Pond Peak EIev=935.21' Storage=6,717 cf Inflow=2.98 cfs 0.154 af - Outflow=0.00 cfs 0.000 af Pond 6P: SE Pond Peak EIev=935.62' Storage=12.548 cf Inflow=9.47 cfs 0.485 af Outflow=2.51 cfs 0.215 af - Pond 7P: Existing Storm Sewer Peak EIev=919.86' Inflow=1.25 cfs 0.067 af 24.0" Round Culvert n=0.012 L=128.9' S=0.0064'/' Outflow=1.25 cfs 0.067 af Total Runoff Area=2.502 ac Runoff Volume=0.839 af Average Runoff Depth=4.02" 41.77%Pervious=1.045 ac 58.23%Impervious=1.457 ac 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1S: Direct Runoff Runoff = 2.88 cfs @ 11.97 hrs, Volume= 0.132 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.90" Area(ac) CN Description * 0.159 57 >75%Grass cover, Good, HSG B 0.696 61 >75%Grass cover, Good, HSG B 0.855 60 Weighted Average 0.855 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Direct Runoff Hydrograph 3 2.88 cfs l —Runoff Type II 24-h r 100-Year Rainfall=5.90" Runoff Area=0.855 ac 2 Runoff Volume=0.132 of Runoff Depth=1 .86" Tc=5.0 min ON--7.60 5 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 30 — Summary for Subcatchment 2S: Drainage to NE Pond Runoff = 2.98 cfs @ 11.95 hrs, Volume= 0.154 af, Depth= 5.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.90" Area(ac) CN Description 0.008 61 >75%Grass cover, Good, HSG B _ 0.320 98 Paved parking, HSG B 0.028 61 >75%Grass cover, Good, HSG B 0.356 94 Weighted Average 0.036 10.11% Pervious Area 0.320 89.89% Impervious Area Tc Length Slope Velocity Capacity ' Description — (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Drainage to NE Pond Hydrograph 2.98 cfs I —Runoff 3 E Type II 24-hr 100-Year Rainfall=5.90" Runoff Area=0.356 ac 2- Runoff Volume=0.154 of Runoff Depth=5.20" LL Tc=5.0 min CN=94 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) II 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 3S: Drainage to SE Pond Runoff = 9.47 cfs @ 11.95 hrs, Volume= 0.485 af, Depth= 5.08" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.90" Area(ac) CN Description 0.006 61 >75%Grass cover, Good, HSG B 0.554 98 Paved parking, HSG B 0.442 98 Paved parking, HSG B _ 0.012 61 >75%Grass cover, Good, HSG B 0.012 61 >75%Grass cover, Good, HSG B 0.005 61 >75%Grass cover, Good, HSG B 0.009 61 >75%Grass cover, Good, HSG B 0.004 61 >75%Grass cover, Good, HSG B 0.101 61 >75%Grass cover, Good, HSG B 1.145 93 Weighted Average 0.149 13.01% Pervious Area 0.996 86.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Drainage to SE Pond Hydrograph 10 9.47 cfs —Runoff 9- Type II 24-hr 8- 100-Year Rainfall=5.90" 7- Runoff Area=1.145 ac Runoff Volume=0.485 af Runoff Depth=5.08" 0 5- LL 4 Tc=5.0 min _ 3 CN=93 -- 2� 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 32 — Summary for Subcatchment 4S: Drainage to Existing Storm Sewer Runoff = 1.25 cfs @ 11.95 hrs, Volume= 0.067 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.90" — Area(ac) CN Description 0.005 61 >75%Grass cover, Good, HSG B 0.141 98 Paved parking, HSG B 0.146 97 Weighted Average 0.005 3.42% Pervious Area 0.141 96.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Drainage to Existing Storm Sewer _ Hydrograph 1.25 cfs —Runoff Type II 24-h r 1 100-Year Rainfall=5.90 _ Runoff Area=0.146 ac Runoff Volume=0.067 af _ Runoff Depth=5.54" LL _ Tc=5.0 min CN=97 o — _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 33 Summary for Reach 8R: Site Runoff [40] Hint: Not Described (Outflow=lnflow) Inflow Area= 2.502 ac, 58.23% Impervious, Inflow Depth= 1.99" for 100-Year event Inflow = 4.11 cfs @ 11.96 hrs, Volume= 0.414 of Outflow = 4.11 cfs @ 11.96 hrs, Volume= 0.414 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span= 0.00-48.00 hrs, dt=0.04 hrs Reach 8R: Site Runoff Hydrograph 1 4.11 cfs I Inflow { -Outflow Inflow Area=2.502 ac 3 v 0 LL 2— 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 sin 02403 ©2012 HydroCAD Software Solutions LLC Page 34 - Summary for Pond 5P: NE Pond Inflow Area= 0.356 ac, 89.89% Impervious, Inflow Depth= 5.20" for 100-Year event Inflow = 2.98 cfs @ 11.95 hrs, Volume= 0.154 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af - Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.04 hrs Peak Elev=935.21' @ 24.32 hrs Surf.Area=2,148 sf Storage=6,717 cf - Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 929.50' 7,365 cf Custom Stage Data(Prismatic) Listed below(Recalc) - Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.50 207 0 0 935.50 2,248 7,365 7,365 - Device Routing Invert Outlet Devices #1 Primary 935.25' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir - Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 - Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=929.50' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) - 15300 Proposed Type/l 24-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 35 Pond 5P: NE Pond Hydrograph 2.98 cfs —Inflow 3- —Primary Inflow Area=0.356 ac Peak Elev=935.21' 2 Storage=6,717 cf _ 3 . 1- 1 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 15300 Proposed Type/l 24-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 36 - Summary for Pond 6P: SE Pond Inflow Area= 1.145 ac, 86.99% Impervious, Inflow Depth = 5.08" for 100-Year event Inflow = 9.47 cfs @ 11.95 hrs, Volume= 0.485 af Outflow = 2.51 cfs @ 12.10 hrs, Volume= 0.215 af, Atten= 74%, Lag= 8.5 min Primary = 2.51 cfs @ 12.10 hrs, Volume= 0.215 af - Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt= 0.04 hrs Peak Elev= 935.62'@ 12.10 hrs Surf.Area= 3,480 sf Storage= 12,548 cf Plug-Flow detention time=274.6 min calculated for 0.215 af(44%of inflow) Center-of-Mass det.time= 148.7 min (917.7-769.0) Volume Invert Avail.Storage Storage Description #1 929.90' 13,524 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 929.90 904 0 0 935.90 3,604 13,524 13,524 - Device Routing Invert Outlet Devices #1 Primary 935.40' 10.0'long x 5.0'breadth Broad-Crested Rectangular Weir - Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 - Primary OutFlow Max=2.33 cfs @ 12.10 hrs HW=935.61' (Free Discharge) t1=Broad-Crested Rectangular Weir (Weir Controls 2.33 cfs @ 1.09 fps) _ 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Paae 37 Pond 6P: SE Pond -- Hydrograph 10— -- 1 9.47 cfs r —Inflow —Primary Inflow Area=1 :145 ac 8- - Peak EIev=935.62' Storage=12,548 cf E 6. O c 5 u. 4 MOP 3 i 2.51 cfs 2i 1 _ p 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Iftmm 15300 Proposed Type 1124-hr 100-Year Rainfall=5.90" Prepared by Hewlett-Packard Company Printed 7/17/2013 HydroCAD®10.00 s/n 02403 ©2012 HydroCAD Software Solutions LLC Page 38 — Summary for Pond 7P: Existing Storm Sewer [57] Hint: Peaked at 919.86'(Flood elevation advised) Inflow Area= 0.146 ac, 96.58% Impervious, Inflow Depth = 5.54" for 100-Year event Inflow = 1.25 cfs @ 11.95 hrs, Volume= 0.067 af — Outflow = 1.25 cfs @ 11.95 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 11.95 hrs, Volume= 0.067 af — Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.04 hrs Peak Elev=919.86' @ 11.95 hrs Device Routing Invert Outlet Devices — #1 Primary 919.38' 24.0" Round RCP Round 24" L= 128.9' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert=919.38'/918.56' S= 0.0064'/' Cc=0.900 — n= 0.012 Concrete pipe,finished, Flow Area= 3.14 sf Primary OutFlow Max=1.23 cfs @ 11.95 hrs HW=919.85' (Free Discharge) t-1=RCP_Round 24" (Barrel Controls 1.23 cfs @ 3.26 fps) — Pond 7P: Existing Storm Sewer Hydrograph — ' 1.25 cfs —Inflow 1— —Primary Inflow Area=0.146 ac Pik ElevI9,$6'- _ 24.0" f Round Culvert O LL n=0.012 L=128.9' S=0.0064 'I' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 _ Time (hours) — IBS GROUP — Appendix D Best Management Practices Checklist Pizza Ranch Oak Park Heights D Stormwater Report GROUP Onef�-sunmfiniah" Best Management Practices Checklist Flow Controls: Stormwater-Conveyance Channels Bioengineering: Related Stabilization Practices • Natural fiber erosion control blankets • Hydraulically applied mulch Riprap Stabilization: Channel Riprap Ponds Silt Fence Tracking Pad Entrance Concrete Washout Inlet Protection Pizza Ranch Oak Park Heights D Stormwater Report