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HomeMy WebLinkAbout20140309 Ver 1_Stormwater Info_20140320 (2)L jz FiAR 'A 2 U w -Ezi6--.-ATER2 UJAV STORMWATER IMPACT ANALYSIS Dui AND DESIGN CALCULATIONS New Garner High School Hebron Church Road Apex, North Carolina January, 2014 Mu � lz/ 05 CLH design, p. a. 400 Regency Forest Drive, Same 120 Cary, North Carolina 2751127518 Phone: (919) 319-6716 Fax: (919) 319 -7516 Stormwater Impact Analysis Proiect Description The proposed Garner High School is located along the western margin of Hebron Church Road between Clifford Road and New Bethel Church Road The 57 74 acre vacant site is currently within Wake County will be annexed into Garner City Limns The High School project will impact approximately 73 acres both with on -site and off -site development. The majority of the stormwater runoff from the site, identified as Area A, discharges to the east through a 24 -m culvert under Hebron Church Road with four smaller drainage areas discharging to the south, west and north identified as Areas B, C, D and E. Stormwater run -off within Area A will be treated and detained by a wet detention pond, a detention wetland and a dry detention pond. Area D will be treated and detained by a detention wetland Areas B, C and E will be surface areas will be reduced. The site is within the Neuse River Watershed and the site is designed to meet the Town of Garner current stormwater requirements. The site peak stormwater discharges shall meet pre - development rates for the 1 -year, 10 -year and 25 -year 24 hour Design Storm events as well as providing 85% removal of total suspended solids and stormwater treatment of the first 1 -in run -off to provide nitrogen reduction. Site area calculations are provided to the margin of the public right -of -ways No Stream buffers are present and identified on the site, but several off -site buffers are impacted by off - site utility and roadway improvements These impacts will be permitted through NC Division of Water Quality and the US Army Corps of Engineers. FEMA FIRM # 3720162900J dated May 2, 2006 indicates that the site is outside the linuts the 500 year flood plain. Soils on the site consist of predominately of Applmg which is identified as type B soils Conclusions Storm water Quality Pre - Development Site Area 57 74 -ac Base N Loading Rate: 177 - lbs /ac /yr TN Export 102 32 - lbs /yr Post - Development (without treatment) Site Area: 57 74 -ac Base N Loading Rate 9 25 - lbs /ac /yr TN Export 534 06 - lbs /yr Post - Development (with treatment): Site Area Base N Loading Rate. TN Export Target N Loading Rate N to be Off -set by Payment Payment Maint Duration Total N to be Offset by Payment: Stormwater Quantity 57 74 -ac 6 63 - lbs /ac /yr 382.65 - lbs /yr 3 60 - lbs /ac /yr 3 03 - lbs /ac /yr 174 95 - lbs /ac 30 00 -yrs 5243.47 —lbs x $21.02= $110,217.97 The calculations are performed with Hydraflow Hydrographs Extension for AutoCAD Civil 3D software which utilizes TR -55 method by the United States Soil Conservation Service (SCS) Summary tables of the design calculations are provided below: Pre - Development / Post - Development Peak Runoff Comparison Summary: Analysis Point Design Event Pre- Development Post - Development Post - Development With Detention Detention Qp- WO Qpost (cfe) Q(cfs) Provided 1 -yr 088 43.22 083 A * 10 -yr 29.27 136.69 2349 Yes 25 -yr 5200 182.19 4899 1 -yr 0.15 0 19 ** B 10 -yr 1.92 130 No 25 -yr 3.01 190 1 -yr 004 003 C No 10 -yr 150 091 25 -yr 265 1.55 1 -yr 034 5.65 0.24 D 10 -yr 636 1644 3.17 Yes 25 -yr 10.14 2150 7.05 1 -yr 010 002 E 10 -yr 1.73 011 No 25 -yr 274 016 * Includes upstream off -site run -off. ** The small increase for the 1 -yr Design Storm is due to the decreased Tc caused by the smaller post development drainage area. No run -off from impervious areas discharge to Analysis Point B. Since increase is negligible, no detention provided. I f`^ � s e 0 le-,e ,f - y I f`^ � s e 0 le-,e ,f f - ,fir` �,� �► f � � , f �,.� .t Wit'' .. rb 4 ► .1 N H8 - NEW CARNER HIGH SCHOOL DATE NOVEMBER, 2013 PROJEC7 NO: 12-154 l QUAD MM REFERENCE USGS TOPOGRAPHIC MAP., GARNER Total Nitrogen Calculations Nitrogen Control Plan — July 2009 Method 2: Commercial /IndustriaUResidential Sites with Known Impervious Area Project Name H8 New Garner High School Date Applicant CLH Design, PA - Renee Pfeifer PLA Telephone Part I. Riparian Buffers Does site contain riparian buffers9 M No Part II. Nitrogen Calculation Nov 11, 2013 919- 319 -6716 [ ] Yes (show buffers on plan) [ ] Exempt (show basis for exemption) Item Proposed Site Information Area acres 1 Total project acreage 57 74 Ac excludes exist R/W 2 Total proposed impervious area 23 00 Ac 3 Existing impervious area (prior to 3/9/01 0 00 Ac 4 New impervious area Item 2 — Item 3 23 00 Ac 5 Permanently protected undisturbed open s ace 2 85 Ac 6 Pen-nanently protected managed open s ace 31 89 Ac Pre - Develo ment Loading Type of Land Cover Area acres TN export coefficient Ibs /ac/ r TN export from use lbs/ r Existing forest land 56 2 Ac 1 7 9554 Existing pasture 1 54 Ac 44 678 Existing residential unmown meadow, wetlands, buffers ) (Item 5 75 20 Existing cropland Permanently protected managed open space 136 1 2 Existing commercial /industrial (grass, landscaping, etc Item 6 13 Dry Detention TOTAL 57 74 Ac 23 00 Ac 10232 Nitrogen Loading Rate' lbs /ac/ r 1 77 ' Nitrogen Loading Rate (lbs /ac /yr) = Total TN export from use (Ibs /yr) — Total Area (acres) Post-Development Loading before BMPs and /or Offset Payments Type of Land Cover Area TN export coefficient TN export from Stormwater Wetland acres lbs /ac/ r use lbs/ r Permanently protected undisturbed open space (forest, 2 85 Ac 06 1 71 unmown meadow, wetlands, buffers ) (Item 5 Grass Swale 20 Permanently protected managed open space 31 89 Ac 1 2 3827 (grass, landscaping, etc Item 6 Dry Detention 10 Impervious surfaces (roads, parking lots, driveways, 23 00 Ac 21 2 48760 roofs, paved storage areas, etc) Item 4) 577. Ac 52758 TOTAL Item 7) Item 8) Nitrogen Loading Rate (Ibs /ac /yr) (Equals Item 8 — Item 7) 914 BMP Type TN Removal Rate % Check which apply Wet Pond 25 Stormwater Wetland 40 Sand Filter 35 Bioretention 35 Grass Swale 20 Vegetated Filter Stn w /Level Spreader 20 50' Restored or Additional Riparian buffer w/Level Spreader 30 Dry Detention 10 Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item 1— Item 3) x 30 years] 5092 66 lb *Please refer to the link below to determine the procedure for payment of the nitrogen offset payment It is necessary for applicants to demonstrate compliance with SL 2009 -337, which indicates that applicants must first purchase offset credits through private mitigation banks If no such credits are available, applicants may then buy their offset credits from the NC EEP These banks are listed by basin and further information regarding this session law can be found at the following link http / /test nceep net/pages /ILF_Program_mtro html Part III. Control of Peak Stormwater Flow Calculated Pre - development Peak Flow (1 -year) 1 40 cfs Calculated Post - development Peak Flow without Controls (1 -year) 48 17 cfs Calculated Post - development Peak Flow with Controls (1 -year) 1 21 cfs Calculations and details showing control of nitrogen and peak stormwater runoff control must be included Part IV: Watershed Development Permit 1 Total project acreage (in Lake Benson Watershed) 0 Ac 2 Total proposed impervious surface (in Lake Benson Watershed) 3 Existing impervious surface (in Lake Benson Watershed) 4 Equivalent project acreage (Item 1 — Item 3) 5 New impervious surface (Item 2 — Item 3) 6 Percent impervious [(Item 5 — Item 4) x 100] * Limited to impervious surface existing before 7/1/93 I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal) sign) To be filled in by staff Project Watershed Protection Requirements ❑ Project Exempt Explain ❑ Protect Located in Lake Benson Conservation District — LBCD (Critical Area) Standards Apply ❑ Project Located Outside LBCD — On -site treatment required ❑ Minor Variance Requested (WRB) Approved (date) Disapproved (date) ❑ Mayor Variance Requested (EMC) Approved (date) Disapproved (date) Recommended by WRB (circle one) YES NO Comments (use additional sheet if necessary) Approved by Watershed Administrator (sign) Date Post-Development Loading after BMPs and /or Offset Payments Item Description Nitrogen Loading Rate lbs /ac/ r 9 Nitrogen load after BMPs (show separately in detail) 654 10 Nitrogen load offset by a menu Item 9 — 3.6 294 Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item 1— Item 3) x 30 years] 5092 66 lb *Please refer to the link below to determine the procedure for payment of the nitrogen offset payment It is necessary for applicants to demonstrate compliance with SL 2009 -337, which indicates that applicants must first purchase offset credits through private mitigation banks If no such credits are available, applicants may then buy their offset credits from the NC EEP These banks are listed by basin and further information regarding this session law can be found at the following link http / /test nceep net/pages /ILF_Program_mtro html Part III. Control of Peak Stormwater Flow Calculated Pre - development Peak Flow (1 -year) 1 40 cfs Calculated Post - development Peak Flow without Controls (1 -year) 48 17 cfs Calculated Post - development Peak Flow with Controls (1 -year) 1 21 cfs Calculations and details showing control of nitrogen and peak stormwater runoff control must be included Part IV: Watershed Development Permit 1 Total project acreage (in Lake Benson Watershed) 0 Ac 2 Total proposed impervious surface (in Lake Benson Watershed) 3 Existing impervious surface (in Lake Benson Watershed) 4 Equivalent project acreage (Item 1 — Item 3) 5 New impervious surface (Item 2 — Item 3) 6 Percent impervious [(Item 5 — Item 4) x 100] * Limited to impervious surface existing before 7/1/93 I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal) sign) To be filled in by staff Project Watershed Protection Requirements ❑ Project Exempt Explain ❑ Protect Located in Lake Benson Conservation District — LBCD (Critical Area) Standards Apply ❑ Project Located Outside LBCD — On -site treatment required ❑ Minor Variance Requested (WRB) Approved (date) Disapproved (date) ❑ Mayor Variance Requested (EMC) Approved (date) Disapproved (date) Recommended by WRB (circle one) YES NO Comments (use additional sheet if necessary) Approved by Watershed Administrator (sign) Date ECT NAME Vew Garner High School TION er, NC Phase: Post -Dev w/o Treatment Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL Base N Loading Rate = DATE 1/22/14 PROJECT NO 12 -154 KAL Area ac TN export coeff lb /ac/ TN export Ib/ 305 060 1 83 31 36 1 20 3763 2333 21 20 49460 57 74 l 53406 9 25 Ibs /ac /yr Runoff to Stormwater Wetlands Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL Area ac TN export coeff lb /ac/ TN export Ib/ 080 060 048 476 1 20 571 625 21 20 13250 11 81 l 13869 TN to BMP = 138 69 Ibs /yr N Removal Efficiency of BMP = 40% TN Removed by BMP = 55 48 Ib /yr Runoff to 90 %TSS Wet Detention Pond Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL TN to BMP= N Removal Efficiency of BMP = TN Removed by BMP = Adjusted TN Export = Adjusted Base N Loading Rate Target N Loading Rate = N to be Off -set by Payment = Off -set Payment Factor = Payment Maintenance Duration Off -set Payment = Area ac TN export coeff lb /ac/ TN export Ib/ 095 060 057 1968 1 20 2362 1696 21 20 35955 37 591® l 38374 383 74 Ibs /yr 25% 95 93 Ib /yr 382 65 Ib /yr 6 63 Ibs /ac /yr 3 60 Ibs /ac /yr 3 03 Ibs /ac /yr $21 02 per lb 30 yrs $110,21797 DATE MARIVININKMR21/22/14 �f PROJECT NAME PROJECROJEC T NO o �// H -8 New Garner High School 12 -154 LOCATION BY Garner. NC KAL Drainage Area, (DA) = 4013 ac Impervious Area c= 0 95 1699 ac Includes 0 50 ac Pervious Area c= 0 30 2314 ac future Impervious Cc = 058 50 Permanent Water Quality Pool 53,050 sf 090 % Impervious = 4234% > 137,234 cf Permanent Pool Design Depth = 3 00 ft (Per NCDENR -DWQ SA / DA Ratio = 262 (from Tbl 1 1) Required Surface Area = 45,745 sf 62,790 OK Permanent Pool Volume Req = 137,234 cf 250 Temporary Water Quality Pool 350 In 1 60 Design Storm Rainfall 1 00 In (Typically 1 -In) Runoff Coeff (Rv = 0 05 + 0 009 (% Impery )) = 043 in /In 60 Required Volume (design rainfall)(Rv)(DA) = 62,790 cf Max Drawdow Rate= Surface Area Provided: Permanent Pool Max Depth = 4 50 ft Area of Pond Bottom (Above PSS) = 27,870 sf Area at Bottom of Shelf = 38,880 sf % Impervious Area of Permanent Pool = 45,730 sf 50 Area at Top of Shelf = 53,050 sf 090 Perm. Pool Volume Provided = 154,653 cf > 137,234 cf Avg. Perm. Pool Depth Provided = 3.382 ft (Per NCDENR -DWQ Surface Area at 1" Storage Volume = 56,270 sf Fig 10 -2b -Option 1) 1" Storage Volume Provided = 62,957 cf 62,790 OK Temp Storage Depth above Dewatenng Hole = 1 20 ft 250 Diameter of Dewatering Hole = 350 In 1 60 Detention (Draw -Down) Time 3.8 days (2 -5 days Required) T days =(Temp Storage Vol / (0 6' A' (2'g'(h)) ^1/2)' 86400 60 (where h = one third temp storage depth measured to centroid of orifice) 280 Max Drawdow Rate= 0 33 cfs 70 Permanent Pool Volume= 154,653 cf 137,234 OK Forebay Volume Required = 30,931 cf 450 Forebay Volume Provided = 31,000 cf 280 90 20% 400 TahlP 1 1 s \ 1319 \0001 \calcs \12 - 154- PondSize Wet Pond piedmont 90 tss XLS printed 1/29/2014 3 02 PM Page 1 of 1 SA / DA Ratios 90% TSS efficiency Permanent Pool Depth (ft) % Impervious 30 40 50 60 10 090 080 060 050 20 150 1 10 1 00 090 30 1 90 1 70 1 40 1 30 40 250 200 1 80 1 60 50 300 250 200 1 90 60 350 280 250 220 70 400 330 280 250 80 450 380 330 280 90 500 400 350 300 s \ 1319 \0001 \calcs \12 - 154- PondSize Wet Pond piedmont 90 tss XLS printed 1/29/2014 3 02 PM Page 1 of 1 ` @ DATE 1/13/14 PROJECT NAME PROJECT NO H -8 12 -154 LOCATION BY Garner, NC KAL Drainage Area, (DA) = 3 89 ac Impervious Area c= 0 95 2 11 ac Includes 0 28 ac Pervious Area c= 0 30 1 78 ac future Impervious Cc= 065 Wetland Surface Area % Impervious = 54% Design Storm Rainfall 1 00 In (Typically 1 -In) Runoff Coeff (Rv = 0 05 + 0 009 (% Impery )) = 054 in /in Required Volume (design rainfall)(Rv)(DA) = 7,599 cf (3,630 cf minimum req ) Depth of Temporary Pool (Dplants) = 12 in (12 -in max) Required Surface Area = 7,599 sf Surface Area Provided= 7,630 sf Surface Area at 1" Storage Volume= 9,030 sf 1" Storage Volume Provided= 8,330 cf Temp Storage Depth above Dewatering Hole = 1 0 ft Diameter of Dewatering Hole = 1 25 in Detention (Draw -Down) Time = 3.8 days T days =(Req Temp Storage Vol / (0 6 * A * (2 *g *(h)) ^112) * 86400 (where h = one third temp storage depth measured to centroid of orifice) Wetland Zones Required Forebay surface area required= 763 sf Deep pool at outlet required= 763 sf Shallow water (low marsh) required= 3052 sf Shallow land (high marsh) required= 3052 sf Wetland Zones Provided Forebay surface area = 770 sf Deep pool at outlet = 770 sf Shallow water (low marsh) = 3,050 sf Shallow land (high marsh) = 3,040 sf s \1319\ 0001 \calcs \12 - 154- PondSize- Wetland XLS printed 1/29/2014 3 03 PM Page 1 of 2 ' t) DATE 1/22/14 PROJECT NAME PROJECT NO H -8 12 -154 LOCATION BY Garner, NC KAL Drainage Area, (DA) = 8 10 ac Impervious Area c= 0 95 4 31 ac Includes 0 40 ac Pervious Area c= 0 30 3 79 ac future Impervious Cc = 065 Wetland Surface Area % Impervious = 53% Design Storm Rainfall 1 00 In (Typically 1 -in) Runoff Coll (Rv = 0 05 + 0 009 (% Impery )) = 053 in /in Required Volume (design rainfall)(Rv)(DA) = 15,551 cf (3,630 cf minimum req ) Depth of Temporary Pool (Dplants) = 12 in (12 -in max) Required Surface Area = 15,551 sf Surface Area Provided= 15,640 sf Surface Area at 1" Storage Volume= 18,910 sf 1" Storage Volume Provided= 17,275 cf Temp Storage Depth above Dewatering Hole = 1 0 ft Diameter of Dewatering Hole = 2 00 in Detention (Draw -Down) Time 3.1 days T days =(Req Temp Storage Vol / (0 6 * A * (2 *g *(h)) ^1/2) * 86400 (where h = one third temp storage depth measured to centroid of orifice) Wetland Zones Required Forebay surface area required= 1564 sf Deep pool at outlet required= 1564 sf Shallow water (low marsh) required= 6256 sf Shallow land (high marsh) required= 6256 sf Wetland Zones Provided Forebay surface area = 1,580 sf Deep pool at outlet = 1,570 sf Shallow water (low marsh) = 6,260 sf Shallow land (high marsh) = 6,230 sf s \1319 \0001 \ calcs\12- 154- PondSize- Wetland XLS printed 1/29/2014 3 03 PM Page 2 of 2 Drainage Areas D (� DATE ffi�� 1/13/14 PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL ISTORMWATER . i ' i Pre - Development Site Area = 148 ac Tc = 15 90 min Qa25 = 3 01 cfs Wt CN = 564 Qal0 = 192 cfs Site Soils 100% Type B Qa 1 = 0 15 cfs Wooded Area 1 20 ac CN= 55 Impervious Area 001 ac CN= 98 Lawn Area 0 27 ac CN= 61 Weighted CN 564 Post - Development Site Area = 0 54 ac Tc = 7 60 min Qa25 = 190 cfs Wt CN = 604 Qa10 = 130 cfs Site Soils 100% Type B Qal = 0 19 cfs Wooded Area 0 05 ac CN= 55 Impervious Area 0 00 ac CN= 98 Lawn Area 0 49 ac CN= 61 Future Imp Area 0 00 ac CN= 98 Weighted CN 604 Percent of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = -3688 % 10 -yr = -3229 % 1 -yr = 2667 % Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates However, since the Increase In the 1 -yr storm is negligable and Is due to the decrease In the Tc and no Increase In Impervious area, thus no BMP Is proposed. DATE 1/22/14 PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 �> LOCATION BY Garner, NC KAL IRunoff Pre - Development Site Area = 1 80 ac Tc = 19 10 min Qa25 = 2 64 cfs Wt CN = 51 4 Qal0 = 1 50 cfs Site Soils 15% Type A, 85% Type B Qal = 0 04 cfs Wooded Area 170 ac CN= 51 Impervious Area 0 00 ac CN= 98 Lawn Area 0 10 ac CN= 58 Weighted CN 514 Post - Development Site Area = 0 95 ac Tc = 19 10 min Qa25 = 1 55 cfs Wt CN = 528 Qa10 = 0 91 cfs Site Soils 15% Type A, 85 % Type B Qa 1 = 0 03 cfs Wooded Area 0 70 ac CN= 51 Impervious Area 0 00 ac CN= 98 Lawn Area 0 25 ac CN= 58 Future Imp Area 0 00 ac CN= 98 Weighted CN 528 11 ► ►. Percent of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = -4129 % 10 -yr = -39 33 % I -yr = -25 00 % Increase is < Pre - development, therefore no detention required ® ® ® DATE • 1/13/14 PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL ISTORMWATER ANALYSIS POINT: Tv e Pre - Development Site Area = 4 91 ac Tc = 13 40 min Qa25 = 10 14 cfs Wt CN = 550 Qa I0 = 6 36 cfs Site Soils 100% Type B Qal = 0 34 cfs Wooded Area 4 90 ac CN= 55 Impervious Area 0 00 ac CN= 98 Lawn Area 001 ac CN= 61 Weighted CN 550 Post - Development Site Area = 4 55 ac Tc = 13 70 min Qa25 = 21 50 cfs Wt CN = 76 1 Qa 10 = 16 44 cfs Site Soils 100% Type B Qa 1 = 5 65 cfs Wooded Area 0 60 ac CN= 55 Impervious Area 168 ac CN= 98 Lawn Area 1 99 ac CN= 61 Future Imp Area 0 28 ac CN= 98 Weighted CN 761 Development Comparison. Percent of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = 112 03 % 10 -yr = 158 49 % 1 -yr = 156176 % Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates DATE 1 /22/14 1 /22 PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 o LOCATION BY Garner, NC KAL a M ° 1 BMP Site Area = 3 71 ac Tc = 13 7 min Qa25 = 19 30 cfs Wt CN = 800 Qa 10 = 15 08 cfs Site Soils 100% Type B Qal = 5 78 cfs Wooded Area 0 20 ac CN= 55 Impervious Area 166 ac CN= 98 Lawn Area 1 57 ac CN= 61 Future Imp Area 0 28 ac CN= 98 Weighted CN 800 1 Off-site I BNW Site Area = 0 18 ac Tc = 5 0 min Qa25 = 156 cfs Wt CN = 959 Qa10 = 130 cfs Site Soils 100% Type B Qa 1 = 0 70 cfs Wooded Area 0 00 ac CN= 55 Impervious Area 0 17 ac CN= 98 Lawn Area 001 ac CN= 61 Future Imp Area 0 00 ac CN= 98 Weighted CN 959 Area 1 i Site Area = 0 84 ac Tc = 13 0 min Qa25 = 4 34 cfs Wt CN = 556 Qa10 = 2 91 cfs Site Sods 20% Type A, 75% Type B, 5% Type D Qa1 = 0 37 cfs Wooded Area 0 40 ac CN= 51 Impervious Area 0 02 ac CN= 98 Lawn Area 0 42 ac CN= 58 Future Imp Area 0 00 ac CN= 98 Weighted CN 556 Peak Runoff Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd No Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 0 827 2 770 20,011 - - - - -- - - - - -- -- Onsite Area A Pre 2 SCS Runoff 0 051 2 756 1,095 - - - - -- - - - - -- - - - - -- Offsite to Area A 3 Combine 0 875 2 768 21,106 1,2 - -- - -- Total Area A Pre 4 SCS Runoff 0 145 2 730 1,236 - - - -- - - - - -- - - - -- Area B Pre 5 SCS Runoff 0 035 2 752 759 - - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 0 343 2 728 3,376 - -- - -- - - - - -- Area D Pre 7 SCS Runoff 0 097 2 726 841 - - - - -- - - - - -- - - - - -- Area E Pre 8 SCS Runoff 4322 2 730 170,534 - - - - -- - - - - -- - -- - Onsite Area A Post 9 SCS Runoff 0 051 2 756 1,095 - - - -- - -- - - -- Offsite to Area A 10 Combine 4324 2 730 171,629 8,9 - - - - -- - - - -- Total Area A Post 11 SCS Runoff 0 194 2 722 678 - - -- - - - -- - - -- Area B Post 12 SCS Runoff 0 030 2 742 498 - -- -- — - -- Area C Post 13 SCS Runoff 5 649 2 724 16,435 - - - - -- -- - - - - - -- Area D Post 14 SCS Runoff 0 019 2 718 50 - - - -- - - - - -- - - -- Area E Post 16 SCS Runoff 3501 2 730 135,600 - - -- - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 0 051 2 756 1,095 - - - - -- - - - - -- - - - - -- Offsite to BMP 1 18 Combine 3503 2 730 136,696 16,17 - - - -- - - -- Total to BMP 1 19 Reservoir 0 454 2 1456 105,981 18 33814 118,101 Route BMP 1 20 SCS Runoff 1078 2 726 34,589 - - - - -- -- - - - - - -- Onsite Area A to BMP 3 21 Reservoir 0 129 2 1450 29,007 20 34458 29,235 Route BMP 3 22 SCS Runoff 0 478 2 732 3,911 - - - - -- - - - - -- - -- Onsite Area A to BMP 4 23 Reservoir 0 148 2 798 3,908 22 33649 692 Route BMP 4 24 SCS Runoff 0 378 2 730 2,398 — - - - -- -- Onsite Area A bypasses BMP 25 Combine 0 825 2 738 141,293 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 1 27 SCS Runoff 5 778 2 722 16,413 -- - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 0 701 2 716 1,557 - - - -- - - - -- - - - - -- Offsite to BMP 2 29 Combine 6 106 2 722 17,970 27,28 - - - - -- -- Total to BMP 2 30 Reservoir 0 220 2 938 16,146 29 35834 11,632 Route BMP 2 31 SCS Runoff 0 199 2 724 952 - - - - -- -- - - - - - -- Onsite Area D bypasses BMP 32 Combine 0 240 2 916 17,099 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post -REV gpw Return Period 1 Year Wednesday, 01 / 29 / 2014 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 0 827 cfs Storm frequency = 1 yrs Time to peak = 770 min Time interval = 2 min Hyd volume = 20,011 cuft Drainage area = 48 420 ac Curve number = 512 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 30 33 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A Pre Q (cfs) Hyd No 1 -- 1 Year Q (Cfs) 1 00 090 080 070 060 050 040 030 020 010 0 00 1 00 090 080 070 060 050 040 030 020 010 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time (min) K, TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 1 Onsite Area A Pre Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr preclp (in) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 200000 000 000 Watercourse slope ( %) = 1 90 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 22 000 000 Travel Time (min) = 14.99 + 0.00 + 0.00 = 14.99 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 0 0 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 30.33 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 2 Time to peak Offsite to Area A Hyd volume Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time Interval = 2 min Drainage area = 2 550 ac Basin Slope = 00% Tc method = TR55 Total precip = 3 00 In Storm duration = 24 hrs 4 Wednesday, 01 / 29 / 2014 Peak discharge = 0 051 cfs Time to peak = 756 min Hyd volume = 1,095 cuft Curve number = 516 Hydraulic length = 0 ft Time of conc (Tc) = 25 40 min Distribution = Type II Shape factor = 484 Offsite to Area A Q (cfs) Hyd No 2 -- 1 Year Q (cfs) 0 10 009 008 007 006 005 004 003 002 001 000 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time (min) G TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 2 Offslte to Area A Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (In) = 360 000 000 Land slope ( %) = 100 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 85000 000 000 Watercourse slope ( %) = 170 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 10 000 000 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3 14 000 000 Wetted perimeter (ft) = 628 000 000 Channel slope ( %) = 1 00 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =6 24 000 000 Flow length (ft) ( {0 })1255 0 00 00 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.40 min 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 0 875 cfs Storm frequency = 1 yrs Time to peak = 768 min Time interval = 2 min Hyd volume = 21,106 cuft Inflow hyds = 1, 2 Contrib drain area = 50 970 ac Total Area A Pre 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge = 0 145 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd volume = 1,236 cuft Drainage area = 1 480 ac Curve number = 564 Basin Slope = 00% Hydraulic length = 0 ft Tic method = TR55 Time of conc (Tc) = 19 60 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B Pre Q (cfs) Hyd No 4 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 4 Time (min) 8 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 4 Area B Pre Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 70500 000 000 Watercourse slope ( %) = 290 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 75 000 000 Travel Time (min) = 4.28 + 0.00 + 0.00 = 4.28 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 00 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 19.60 min 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge = 0 035 cfs Storm frequency = 1 yrs Time to peak = 752 min Time interval = 2 min Hyd volume = 759 cuft Drainage area = 1 800 ac Curve number = 514 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 10 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cts) Area C Pre Q (cts) Hyd No 5 -- 1 Year 0 10 009 008 007 006 0 05 004 003 002 001 0 00 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 5 Time (min) 10 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 5 Area C Pre Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 47000 000 000 Watercourse slope ( %) = 1 70 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 10 000 000 Travel Time (min) = 3.72 + 0.00 + 0.00 = 3.72 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 0 00 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 00 0 0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 19.10 min 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 0 343 cfs Storm frequency = 1 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 3,376 cuft Drainage area = 4 910 ac Curve number = 55 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 40 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area D Pre Q (cfs) Hyd No 6 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 6 Time (min) 12 TR55 Tic Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 6 Area D Pre Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 200 000 000 Travel Time (min) = 11.63 + 0.00 + 0.00 = 11.63 Shallow Concentrated Flow Flow length (ft) = 40000 000 000 Watercourse slope ( %) = 560 000 000 Surface description = Unpaved Paved Paved Average velocity fts) =3 82 000 000 Travel Time (min) = 1.75 + 0.00 + 0.00 = 1.75 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 0 0 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 13.40 min 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge = 0 097 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd volume = 841 cuft Drainage area = 1 130 ac Curve number = 552 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 10 40 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E Pre Q (cfs) Hyd No 7 -- 1 Year Q (cfs) 0 10 009 008 007 006 005 004 003 002 001 0 00 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 7 Time (min) 14 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@2014 by Autodesk, Inc v10 3 Hyd. No. 7 Area E Pre Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 400 000 000 Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81 Shallow Concentrated Flow Flow length (ft) = 30000 000 000 Watercourse slope ( %) = 370 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3 10 000 000 Travel Time (min) = 1.61 + 0.00 + 0.00 = 1.61 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 0 0 0 0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 10.40 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 51 660 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 3 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 5000 4000 3000 2000 1000 Onsite Area A Post Hyd No 8 -- 1 Year 15 Wednesday, 01 / 29 / 2014 = 43 22 cfs = 730 min = 170,534 cuft = 743 = Oft = 25 40 min = Type II = 484 Q (cfs) 5000 4000 3000 2000 1000 000 ' F ' 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 8 Time (min) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 0 051 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd volume = 1,095 cuft Drainage area = 2 550 ac Curve number = 51 6 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 40 min Total preclp = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite to Area A Q (cfs) Hyd No 9 -- 1 Year Q (cfs) 0 10 009 008 007 006 005 004 003 002 001 0 00 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 9 Time (min) TR55 Tc Worksheet Hyd. No. 9 Offslte to Area A Descrietion Sheet Flow Manning's n -value Flow length (ft) Two -year 24 -hr precip (In) Land slope ( %) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope ( %) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope ( %) Manning's n -value Velocity (ft/s) 17 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Q = 0 400 = 500 = 360 = 1 00 = 15.34 = 850 00 = 1 70 = Unpaved =2 10 = 6.73 = 3 14 = 628 = 1 00 = 0 015 =6 24 B 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 C 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 000 Flow length (ft) ( {0 })1255 0 00 00 Travel Time (min) = 3.35 + 0.00 + 0.00 TotalTravel Time, Tc ............................................... ............................... Totals = 15.34 I 6.73 = 3.35 25.40 min Hydrograph Report 18 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 43 24 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd volume = 171,629 cuft Inflow hyds = 8, 9 Contrib drain area = 54 210 ac Q (cfs) 5000 F� 2000 1000 0 00 ' 0 120 240 Hyd No 10 Total Area A Post Hyd No 10 -- 1 Year 360 480 600 Hyd No 8 720 Q (cfs) 5000 4000 3000 2000 1000 000 840 960 1080 1200 1320 1440 1560 Hyd No 9 Time (min) 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge = 0 194 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 678 cuft Drainage area = 0 540 ac Curve number = 604 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 7 60 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B Post Q (cfs) Hyd No 11 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 11 Time (min) 20 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 11 Area B Post Description A B C Totals Sheet Flow Manning's n -value = 0 240 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 300 000 000 Travel Time (min) = 6.57 + 0.00 + 0.00 = 6.57 Shallow Concentrated Flow Flow length (ft) = 16500 000 000 Watercourse slope ( %) = 300 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 79 000 000 Travel Time (min) = 0.98 + 0.00 + 0.00 = 0.98 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 00 0 0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 7.60 min 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge = 0 030 cfs Storm frequency = 1 yrs Time to peak = 742 min Time interval = 2 min Hyd volume = 498 cuft Drainage area = 0 950 ac Curve number = 528 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 10 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C Post Q (cfs) Hyd No 12 -- 1 Year Q (Cfs) 0 10 009 008 007 006 005 004 003 002 001 0 00 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 12 Time (min) Kv, TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 12 Area C Post Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 47000 000 000 Watercourse slope ( %) = 1 70 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 10 000 000 Travel Time (min) = 3.72 + 0.00 + 0.00 = 3.72 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) QIDDO 0 00 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc ............................................... ............................... 19.10 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD(9) Civil 313@2014 by Autodesk, Inc 00 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 4 550 ac Basin Slope = 00% Tc method = User Total precip = 3 00 in Storm duration = 24 hrs Q (cfs) 600 500 400 300 200 1 00 Peak discharge Time to peak Hyd volume Curve number Hydraulic length Time of conc (Tc) Distribution Shape factor Area D Post Hyd No 13 -- 1 Year 23 Wednesday, 01 / 29 / 2014 = 5 649 cfs = 724 min = 16,435 cuft = 761 = Oft = 13 70 min = Type II = 484 Q (cfs) 600 500 400 300 200 1 00 000 1 1 1 1 1 1 1 T% ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 13 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil ME) 2014 by Autodesk, Inc v10 Hyd. No. 14 Time to peak Area E Post Hyd volume Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 0 040 ac Basin Slope = 00% Tc method = User Total precip = 3 00 in Storm duration = 24 hrs 24 Wednesday, 01 / 29 / 2014 Peak discharge = 0 019 cfs Time to peak = 718 min Hyd volume = 50 cuft Curve number = 61 Hydraulic length = 0 ft Time of conc (TO = 5 00 min Distribution = Type II Shape factor = 484 Area E Post Q (cfs) Hyd No 14 -- 1 Year Q (cfs) 0 10 009 008 007 006 005 004 003 002 001 000 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 37 590 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 3 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 4000 3000 2000 1000 000 ' 1 ' 0 120 240 Hyd No 16 Onsite Area A to BMP 1 Hyd No 16 -- 1 Year 360 480 600 720 840 25 Wednesday, 01 / 29 / 2014 = 35 01 cfs = 730 min = 135,600 cuft = 759 = Oft = 25 43 min = Type II = 484 Q (cfs) 4000 3000 2000 1000 11% 1 000 960 1080 1200 1320 1440 1560 Time (min) 26 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 16 Onsite Area A to BMP 1 Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (In) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 85000 000 000 Watercourse slope ( %) = 1 70 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2 10 000 000 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3 14 000 000 Wetted perimeter (ft) = 628 000 000 Channel slope ( %) = 1 00 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =6 24 000 000 Flow length (ft) ( {0 }) 1255 0 00 00 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.43 min 27 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 0 051 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd volume = 1,095 cuft Drainage area = 2 550 ac Curve number = 516 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 40 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Mite to BMP 1 Q (cfs) Hyd No 17 -- 1 Year Q (Cfs) 0 10 009 008 007 006 005 004 003 002 001 0 00 0 10 009 008 007 006 005 004 003 002 001 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 17 Time (min) TR55 Tc Worksheet Hyd. No. 17 Offsite to BMP 1 Description Sheet Flow Manning's n -value Flow length (ft) Two -year 24 -hr precip (in) Land slope ( %) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope ( %) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope ( %) Manning's n -value Velocity (ft/s) 28 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 A = 0 400 = 500 = 360 = 1 00 = 15.34 = 850 00 = 1 70 = Unpaved =2 10 = 6.73 = 3 14 = 628 = 1 00 = 0 015 =6 24 B 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 A I R C 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 000 Flow length (ft) ( {0))1255 0 00 00 Travel Time (min) = 3.35 + 0.00 + 0.00 TotalTravel Time, Tc ............................................... ............................... Totals 15.34 6.73 = 3.35 25.40 min Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd volume Inflow hyds = 16, 17 Contrib drain area Q (cfs) 4000 3000 2000 1000 0 00 ' 0 120 240 Hyd No 18 Total to BMP 1 Hyd No 18 -- 1 Year 360 480 600 Hyd No 16 720 29 Wednesday, 01 / 29 / 2014 = 35 03 cfs = 730 min = 136,696 cuft = 40 140 ac Q (cfs) 4000 3000 2000 1000 -_ _- I I I I I\ 1 000 840 960 1080 1200 1320 1440 1560 Hyd No 17 Time (min) Hydrograph Report 30 Hydraflow Hydrographs Extension for AutoCAD® Civil 3M 2014 by Autodesk, Inc v10 3 Wednesday, 01129 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 0 454 cfs Storm frequency = 1 yrs Time to peak = 1456 min Time interval = 2 min Hyd volume = 105,981 cuft Inflow hyd No = 18 - Total to BMP 1 Max Elevation = 338 14 ft Reservoir name = BMP 1 Max Storage = 118,101 cuft Storage Indication method used Q (cfs) 4000 3000 2000 1000 0 00 " 0 Route BMP 1 Hyd No 19 -- 1 Year 600 1200 1800 2400 Hyd No 19 Hyd No 18 3000 3600 4200 4800 5400 11 L-1-1-1 0: Total storage used = 118,101 cuft Q (cfs) 4000 3000 2000 1000 1 000 6000 Time (min) Pond Report 31 Hydraflow Hydrographs Extension for AutOCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Pond No 1 - BMP 1 Pond Data Contours - User - defined contour areas Conic method used for volume calculation Beglning Elevation = 336 00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr Storage (cult) Total storage (cuft) 000 33600 45,730 Stage 0 0 Clv A Clv B 050 33650 Wr B 53,050 Wr D Exfil User Total 24,670 24,670 ft cfs 100 33700 cis cfs 55,370 cfs 27,100 51,770 0 33600 200 33800 000 59,880 000 57,605 109,375 050 24,670 300 33900 0 19 is 64,460 - -- 000 62,150 171,524 - -- - -- — 0 191 1 00 400 34000 34 23 oc 69,100 000 66,760 238,284 000 - -- -- - -- 0 297 500 341 00 33800 73,800 0 44 lc 71,430 309,714 000 000 600 34200 171,524 78,580 34 23 oc 76,170 385,884 - -- 000 878 Culvert I Orifice Structures - -- - -- - -- 9 32C 400 238,284 Weir Structures 34 23 oc 0 63 lc 000 [A] [B] [C] [PrfRsr] 500 [A] [B] [C] [D] Rise (in) = 3600 350 Inactive 000 Crest Len (ft) = 1550 450 1400 000 Span (in) = 3600 350 200 000 Crest El (ft) = 34000 33830 34020 000 No Barrels = 1 1 1 0 Weir Coeff = 333 333 260 333 Invert El (ft) = 33300 33600 33720 000 Weir Type = 1 Rect Broad - -- Length (ft) = 7400 050 050 000 Multi -Stage = Yes Yes No No Slope ( %) = 100 000 000 n/a N -Value = 013 013 013 n/a Orifice Coeff = 060 060 060 060 Exfil (in/hr) = 0 000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev (ft) = 000 Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cis cfs cfs cfs cfs cfs cis cfs 000 0 33600 000 000 000 - -- 000 000 000 - -- -- - 0 00C 050 24,670 33650 34 23 oc 0 19 is 000 - -- 000 000 000 - -- - -- — 0 191 1 00 51,770 33700 34 23 oc 0 30 is 000 — 000 000 000 - -- -- - -- 0 297 200 109,375 33800 34 23 oc 0 44 lc 000 - -- 000 000 000 - -- — — 0 43E 300 171,524 33900 34 23 oc 0 54 is 000 - -- 000 878 000 - -- - -- - -- 9 32C 400 238,284 34000 34 23 oc 0 63 lc 000 - -- 000 3322 000 - -- - -- - -- 33 8E 500 309,714 341 00 83 40 is 0 23 is 000 - -- 43 48 s 39 68 s 2605 - -- - -- - -- 10944 600 385,884 34200 92 41 is 0 11 is 000 -- 58 48 s 3381 s 8790 - -- - -- - -- 18031 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 8 100 ac Curve number Basin Slope = 00% Hydraulic length Tic method = TR55 Time of conc (Tc) Total precip = 3 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 1200 1000 1l MM 400 200 Onsite Area A to BMP 3 Hyd No 20 -- 1 Year 32 Wednesday, 01 / 29 / 2014 = 10 78 cfs = 726 min = 34,589 cuft = 788 = Oft = 19 50 min = Type II = 484 Q (cfs) 1200 1000 e M 400 200 000 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 20 Time (min) 33 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 20 Onslte Area A to BMP 3 Description A B C Totals Sheet Flow Manning's n -value = 0 410 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr preclp (In) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.65 + 0.00 + 0.00 = 15.65 Shallow Concentrated Flow Flow length (ft) = 5500 39000 000 Watercourse slope ( %) = 720 1 50 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4 33 249 000 Travel Time (min) = 0.21 + 2.61 + 0.00 = 2.82 Channel Flow X sectional flow area (sqft) = 3 14 000 000 Wetted perimeter (ft) = 628 000 000 Channel slope ( %) = 1 00 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =6 24 000 000 Flow length (ft) ( {0 })375 0 0 0 00 Travel Time (min) = 1.00 + 0.00 + 0.00 = 1.00 Total Travel Time, Tc ............................................... ............................... 19.50 min Hydrograph Report 34 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 0 129 cfs Storm frequency = 1 yrs Time to peak = 1450 min Time interval = 2 min Hyd volume = 29,007 cuft Inflow hyd No = 20 - Onsite Area A to BMP 3 Max Elevation = 344 58 ft Reservoir name = BMP 3 Max Storage = 29,235 cuft Storage Indication method used Q (cfs) 1200 1000 M . M 400 200 000 ' " 0 600 Hyd No 21 Route BMP 3 Hyd No 21 -- 1 Year 1200 1800 2400 Hyd No 20 3000 3600 4200 4800 5400 111 I I I I Total storage used = 29,235 cuft Q (cfs) 1200 1000 lllll� lllll� 400 200 1 000 6000 Time (min) Pond Report Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table 35 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Pond No 3 - BMP 3 Stage Storage Elevation Clv A Clv B Clv C Pond Data Wr B Wr C Wr D Exfil User Total ft cult ft Contours - User - defined contour areas Conic method used for volume calculation Begining Elevation = 343 00 ft cfs cfs cfs Stage / Storage Table cfs cfs cfs cfs 000 0 34300 000 000 Stage (ft) Elevation (ft) -- 000 Contour area (sgft) Incr Storage (cuft) Total storage (cult) - -- 0 000 100 000 34300 34400 15,640 0 10 ic 0 0 000 000 1 00 34400 - -- 0 101 18,910 37,793 17,247 17,247 0 15 ic 000 200 34500 035 22,230 000 - -- 20,546 37,793 61,696 34600 300 34600 0 18 Ic 25,620 -- 000 23,903 61,696 000 - -- — 4 042 400 34700 89,015 29,060 21 06 is 27,319 89,015 - -- 17 46 s 3 56 s 500 34800 000 - -- 33,100 500 31,055 120,070 22 89 ic 0 01 is Culvert / Orifice Structures - -- 20 54 s 2 32 s 5253 Weir Structures -- 7540 [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 1800 200 Inactive 000 Crest Len (ft) = 1517 083 1200 Inactive Span (in) = 1800 200 300 000 Crest El (ft) = 34630 34475 34680 34550 No Barrels = 1 1 1 0 WeirCoeff = 333 333 333 333 Invert El (ft) = 34000 34300 34475 000 Weir Type = 1 Rect Broad Rect Length (ft) = 7200 050 050 000 Multi -Stage = Yes Yes No Yes Slope ( %) = 378 000 000 n/a N -Value = 013 013 013 n/a Orifice Coeff = 060 060 060 060 Exfil (in /hr) = 0 000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev (ft) = 000 Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 000 0 34300 000 000 000 -- 000 000 000 000 -- - -- 0 000 100 17,247 34400 12 76 is 0 10 ic 000 - -- 000 000 000 000 - -- - -- 0 101 200 37,793 34500 12 76 ic 0 15 ic 000 — 000 035 000 000 - -- - -- 0 491 300 61,696 34600 12 76 ic 0 18 Ic 000 -- 000 3 86 000 000 - -- — 4 042 400 89,015 34700 21 06 is 0 04 ic 000 - -- 17 46 s 3 56 s 357 000 - -- - -- 2463 500 120,070 348 00 22 89 ic 0 01 is 000 - -- 20 54 s 2 32 s 5253 000 - -- -- 7540 36 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 0 478 cfs Storm frequency = 1 yrs Time to peak = 732 min Time interval = 2 min Hyd volume = 3,911 cuft Drainage area = 4 040 ac Curve number = 576 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 23 40 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A to BMP 4 Q (cfs) Hyd No 22 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 22 Time (min) 37 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 22 Onsite Area A to BMP 4 Description A B C Totals Sheet Flow Manning's n -value = 0 410 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 070 000 000 Travel Time (min) = 18.05 + 0.00 + 0.00 = 18.05 Shallow Concentrated Flow Flow length (ft) = 63000 000 000 Watercourse slope ( %) = 1 50 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1 98 000 000 Travel Time (min) = 5.31 + 0.00 + 0.00 = 5.31 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 00 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 23.40 min Hydrograph Report 38 Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 0 148 cfs Storm frequency = 1 yrs Time to peak = 798 min Time interval = 2 min Hyd volume = 3,908 cuft Inflow hyd No = 22 - Onsite Area A to BMP 4 Max Elevation = 336 49 ft Reservoir name = BMP 4 Max Storage = 692 cuft Storage Indication method used Route BMP 4 Q (cfs) Hyd No 23 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 23 Hyd No 22 1_11L1 LII Total storage used = 692 cuft Pond Report 39 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Pond No 4 - BMP 4 Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Weir Structures Storage / Discharge Table Pond Data [A] Contours - User - defined contour areas Conic method used for volume calculation Beglning Elevation = 335 50 ft Stage / Storage Table [B] [C] [D] Stage (ft) Elevation (ft) Contour area (sgft) Incr Storage (cult) Total storage (cult) 000 33550 00 0 0 050 33600 860 143 143 1 50 33700 1,400 1,119 1,262 250 33800 2,110 1,743 3,005 350 33900 3,060 2,570 5,575 450 34000 4,320 3,672 9,247 550 341 00 5,910 5,094 14,340 Culvert / Orifice Structures Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] Storage [A] [B] [C] [D] Rise (in) = 1500 250 800 000 Crest Len (ft) = 1400 Inactive 800 000 Span (in) = 1500 250 800 000 Crest El (ft) = 33950 33900 34000 000 No Barrels = 1 1 1 0 Weir Coeff = 333 333 260 333 Invert El (ft) = 33550 33550 33650 000 Weir Type = 1 Rect Broad -- Length (ft) = 14300 050 050 000 Multi -Stage = Yes Yes No No Slope ( %) = 105 000 000 n/a 5,575 339 00 2 75 ic 0 27 ic 2 47 ic N -Value = 013 013 013 n/a 9,247 34000 9 73 oc 0 05 ic 0 47 ic Orifice Coeff = 060 060 060 060 EA1(in/hr) = 0 000 (by Wet area) 0 01 ic 0 11 ic Multi -Stage = n/a Yes Yes No TW Elev (ft) = 000 Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D ELI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 000 0 335 50 000 000 000 -- 000 000 000 -- — - -- 0 000 050 143 33600 0 10 is 0 10 ic 000 - -- 000 000 000 - -- - -- - -- 0 099 1 50 1,262 33700 0 87 is 0 17 ic 0 68 ic -- 000 000 000 - -- - -- - -- 0 850 250 3,005 338 00 2 07 is 0 22 ic 1 82 Ic - -- 000 000 000 - -- - -- - -- 2035 3 50 5,575 339 00 2 75 ic 0 27 ic 2 47 ic -- 000 000 000 - -- - -- - -- 2 742 450 9,247 34000 9 73 oc 0 05 ic 0 47 ic - -- 9 21 s 000 000 - -- - -- - -- 9 723 550 14,340 341 00 10 78 oc 0 01 ic 0 11 ic - -- 10 58 s 000 2080 - -- - -- - -- 31 51 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 24 Time to peak Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 1 930 ac Basin Slope = 00% Tc method = TR55 Total precip = 3 00 In Storm duration = 24 hrs 40 Wednesday, 01 / 29 / 2014 Peak discharge = 0 378 cfs Time to peak = 730 min Hyd volume = 2,398 cuft Curve number = 601 Hydraulic length = 0 ft Time of conc (TO = 20 30 min Distribution = Type II Shape factor = 484 Onsite Area A bypasses BMP Q (cfs) Hyd No 24 -- 1 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 24 Time (min) 41 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 24 Onslte Area A bypasses BMP Description A B C Totals Sheet Flow Manning's n -value = 0 410 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 1 00 000 000 Travel Time (min) = 15.65 + 0.00 + 0.00 = 15.65 Shallow Concentrated Flow Flow length (ft) = 45000 000 000 Watercourse slope ( %) = 1 00 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1 61 000 000 Travel Time (min) = 4.65 + 0.00 + 0.00 = 4.65 Channel Flow X sectional flow area (sqft) = 000 000 000 Wetted perimeter (ft) = 000 000 000 Channel slope ( %) = 000 000 000 Manning's n -value , = 0 015 0 015 0 015 Velocity (ft/s) =0 00 000 000 Flow length (ft) ( {0 })0 0 0 0 00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 20.30 min 42 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 0 825 cfs Storm frequency = 1 yrs Time to peak = 738 min Time interval = 2 min Hyd volume = 141,293 cuft Inflow hyds = 19, 21, 23, 24 Contrib drain area = 1 930 ac FM i 0 600 Hyd No 25 Total Area A Post Hyd No 25 -- 1 Year 1200 1800 2400 Hyd No 19 Hyd No 24 3000 3600 Hyd No 21 4200 4800 5400 Hyd No 23 Q (cfs) 1 00 090 080 070 060 050 040 030 020 010 0 00 6000 Time (min) Hydrograph Report 43 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 5 778 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 16,413 cuft Drainage area = 3 710 ac Curve number = 80 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 70 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 600 500 400 300 200 1 00 Onsite Area D to BMP 2 Hyd No 27 -- 1 Year Q (cfs) 600 500 400 300 200 1 00 000 ra , 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 27 Time (min) 44 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCADD Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 27 Onsite Area D to BMP 2 Description A B C Totals Sheet Flow Manning's n -value = 0 400 0 011 0 011 Flow length (ft) = 500 00 00 Two -year 24 -hr precip (in) = 360 000 000 Land slope ( %) = 400 000 000 Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81 Shallow Concentrated Flow Flow length (ft) = 54500 000 000 Watercourse slope ( %) = 147 000 000 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1 96 000 000 Travel Time (min) = 4.64 + 0.00 + 0.00 = 4.64 Channel Flow X sectional flow area (sqft) = 314 000 000 Wetted perimeter (ft) = 628 000 000 Channel slope ( %) = 1 00 000 000 Manning's n -value = 0 015 0 015 0 015 Velocity (ft/s) =6 24 000 000 Flow length (ft) ({O}) 105 0 00 0 0 Travel Time (min) = 0.28 + 0.00 + 0.00 = 0.28 TotalTravel Time, Tc ............................................... ............................... 13.70 min 45 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 0 701 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd volume = 1,557 cuft Drainage area = 0 180 ac Curve number = 959 Basin Slope = 00% Hydraulic length = 0 ft Tc method = User Time of conc (Tc) = 5 00 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite to BMP 2 Hyd No 28 -- 1 Year E 3 I Eli 01. 0 120 240 Hyd No 28 Q (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 i Hyd. No. 29 Time to peak Total to BMP 2 Hyd volume Hydrograph type = Combine Storm frequency = 1 yrs Time interval = 2 min Inflow hyds = 27, 28 Q (cfs) 700 M 500 400 300 200 1 00 46 Wednesday, 01 / 29 / 2014 Peak discharge = 6 106 cfs Time to peak = 722 min Hyd volume = 17,970 cuft Contrib drain area = 3 890 ac Total to BMP 2 Hyd No 29 --1 Year Q (cfs) 700 111MI 500 400 300 200 1 00 000 ' 1 1 1 1 1 1 1 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 29 Hyd No 27 Hyd No 28 Hydrograph Report 47 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 0 220 cfs Storm frequency = 1 yrs Time to peak = 938 min Time interval = 2 min Hyd volume = 16,146 cuft Inflow hyd No = 29 - Total to BMP 2 Max Elevation = 358 34 ft Reservoir name = BMP 2 Max Storage = 11,632 cuft Storage Indication method used Q (Cfs) 700 MM 500 400 300 200 1 00 Route BMP 2 Hyd No 30 -- 1 Year Q (cfs) 700 lllll� 500 400 300 200 1 00 000 '�� ' 000 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No 30 Hyd No 29 1 -1 -1 J -1 11' Total storage used = 11,632 cult Pond Report Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table 48 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Pond No. 2 - BMP 2 Stage Storage Elevation Clv A Clv B Pond Data PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft Contours - User - defined contour areas Conic method used for volume calculation Beglning Elevation = 357 00 ft cfs Stage / Storage Table cfs cfs cfs cfs cfs cfs cfs cfs 000 0 Stage (ft) Elevation (ft) 000 Contour area (sgft) Incr Storage (cuft) Total storage (cult) 000 000 35700 -- -- -- 0 000 7,630 8,319 0 0 0 04 is 1 00 35800 -- 000 9,030 000 8,319 8,319 18,074 200 35900 8 13 oc 10,500 0 38 Ic 9,755 18,074 000 300 36000 300 12,030 36000 11,255 29,329 0 57 Ic 400 361 00 666 13,610 - -- - -- - -- 7 299 12,811 42,140 361 00 500 36200 0 01 Ic 15,260 - -- 9 60 s 14,426 56,566 - -- -- - -- 2561 Culvert / Orifice Structures 56,566 36200 14 97 oc Weir Structures 0 03 is [A] [B] [C] [PrfRSr] [A] [B] [C] [D] Rise (in) = 1500 1 25 400 000 Crest Len (ft) = 1000 200 1000 000 Span (in) = 1500 1 25 400 000 Crest El (ft) = 36000 35900 36050 000 No Barrels = 1 1 1 0 Weir Coeff = 333 333 333 333 Invert El (ft) = 35400 35700 35800 000 Weir Type = 1 Rect Broad - -- Length (ft) = 6800 050 050 000 Multi -Stage = Yes Yes No No Slope ( %) = 050 000 000 n/a N -Value = 013 013 013 n/a Orifice Coeff = 060 060 060 060 Exfil (in/hr) = 0 000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev (ft) = 000 Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 000 0 35700 000 000 000 -- 000 000 000 -- -- -- 0 000 1 00 8,319 35800 8 13 oc 0 04 is 000 -- 000 000 000 -- - -- - -- 0 040 200 18,074 35900 8 13 oc 0 06 Ic 0 38 Ic - -- 000 000 000 -- - -- - -- 0 441 300 29,329 36000 8 13 oc 0 07 is 0 57 Ic - -- 000 666 000 - -- - -- - -- 7 299 400 42,140 361 00 13 85 oc 0 01 Ic 0 07 Ic - -- 9 60 s 4 16 s 11 77 - -- -- - -- 2561 500 56,566 36200 14 97 oc 0 00 Ic 0 03 is - -- 11 28s 3 55 s 61 18 - -- -- - -- 7604 49 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 0 199 cfs Storm frequency = 1 yrs Time to peak = 724 min Time Interval = 2 min Hyd volume = 952 cuft Drainage area = 0 840 ac Curve number = 59 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 00 min Total precip = 3 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area D bypasses BMP Q (cfs) Hyd No 31 -- 1 Year Q (Cfs) 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 31 Time (min) TR55 Tc Worksheet Hyd. No. 31 Onsite Area D bypasses BMP Description Sheet Flow Manning's n -value Flow length (ft) Two -year 24 -hr precip (in) Land slope ( %) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope ( %) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope ( %) Manning's n -value Velocity (ft/s) 50 Hydraflow Hydrographs Extension for AutoCAD(9) Civil 3D® 2014 by Autodesk, Inc v10 3 A = 0 400 = 500 = 360 = 200 = 11.63 = 250 00 = 360 = Unpaved =3 06 = 1.36 = 000 = 000 = 000 = 0 015 =0 00 B 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 C 0 011 00 000 000 + 0.00 000 000 Paved 000 + 0.00 000 000 000 0 015 000 Flow length (ft) ( {0 })0 0 00 00 Travel Time (min) = 0.00 + 0.00 + 0.00 Total Travel Time, Tc ............................................... ............................... Totals 11.63 1.36 0.00 13.00 min 51 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 0 240 cfs Storm frequency = 1 yrs Time to peak = 916 min Time interval = 2 min Hyd volume = 17,099 cuft Inflow hyds = 30, 31 Contrib drain area = 0 840 ac i� 0 600 Hyd No 32 Area D Post with SWM Hyd No 32 -- 1 Year 1200 1800 2400 Hyd No 30 3000 3600 Hyd No 31 52 Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc 00 3 Hyd No Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 2763 2 736 165,125 - -- - - -- - - - - -- Onsite Area A Pre 2 SCS Runoff 1 767 2 732 8,683 - - - - -- - - -- - - - - -- Offsite to Area A 3 Combine 2927 2 736 173,808 1,2 - -- - - -- Total Area A Pre 4 SCS Runoff 1916 2 726 6,829 - - - - -- -- - - - - - -- Area B Pre 5 SCS Runoff 1 501 2 726 6,144 - - -- -- - -- Area C Pre 6 SCS Runoff 6 360 2 724 20,422 - - - - -- - - - - -- - - - - -- Area D Pre 7 SCS Runoff 1 734 2 722 5,028 - - -- - - -- -- Area E Pre 8 SCS Runoff 13501 2 728 498,000 - - - - -- - - - -- - - - - -- Onsite Area A Post 9 SCS Runoff 1 767 2 732 8,683 -- -- - - - Offsite to Area A 10 Combine 13669 2 728 506,683 8,9 - - -- - - - - -- Total Area A Post 11 SCS Runoff 1 304 2 720 3,054 - -- - -- - -- Area B Post 12 SCS Runoff 0 911 2 726 3,551 - - - - -- - - - -- - - - - -- Area C Post 13 SCS Runoff 1644 2 722 46,072 - - - -- - - -- - -- Area D Post 14 SCS Runoff 0 108 2 718 218 - - - - -- - -- - - - - -- Area E Post 16 SCS Runoff 10383 2 728 381,828 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 1 767 2 732 8,683 - - -- - - - -- - - - - -- Offsite to BMP 1 18 Combine 10551 2 728 390,511 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 1840 2 760 351,429 18 33942 199,703 Route BMP 1 20 SCS Runoff 2927 2 724 91,517 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 3 21 Reservoir 2 411 2 786 83,186 20 34562 52,604 Route BMP 3 22 SCS Runoff 5 175 2 728 20,228 - - - - -- - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 2 448 2 744 20,225 22 33855 4,415 Route BMP 4 24 SCS Runoff 2 908 2 728 10,952 - - - - -- - - - - -- - - - - -- Onsite Area A bypasses BMP 25 Combine 2349 2 760 465,792 19, 21, 23, - -- - - - Total Area A Post 24 27 SCS Runoff 1508 2 722 42,371 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1 299 2 716 3,001 - - - -- - - - -- - -- Offsite to BMP 2 29 Combine 1568 2 722 45,372 27,28 - -- - - - - -- Total to BMP 2 30 Reservoir 2 843 2 742 43,223 29 35949 23,602 Route BMP 2 31 SCS Runoff 1 662 2 722 4,577 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 3 166 2 740 47,800 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post -REV gpw Return Period 10 Year Wednesday, 01 / 29 / 2014 53 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 27 63 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd volume = 165,125 cuft Drainage area = 48 420 ac Curve number = 51 2 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 30 33 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 2800 2400 1600 1200 M 400 Onsite Area A Pre Hyd No 1 -- 10 Year Q (cfs) 2800 2400 2000 1600 1200 M 400 000 1 1 i 1 1 i i 1 1 1 1 1 1 1% ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2014 by Autodesk, Inc v10 3 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 In Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Offsite to Area A Hyd No 2 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 2 54 Wednesday, 01 /29/2014 = 1 767 cfs = 732 min = 8,683 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 200 1 00 ' I I I % ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 2 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Storm frequency = 10 yrs Time Interval = 2 min Inflow hyds = 1, 2 Q (cfs) 3000 2500 2000 1500 1000 500 55 Wednesday, 01 / 29 / 2014 Peak discharge = 29 27 cfs Time to peak = 736 min Hyd volume = 173,808 cuft Contrib drain area = 50 970 ac Total Area A Pre Hyd No 3 -- 10 Year Q (cfs) 3000 2500 2000 1500 1000 500 000 ' 1 1 1 1 1 - ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 3 Hyd No 1 Hyd No 2 Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 480 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 Area B Pre Hyd No 4 --10 Year 0 120 240 360 480 600 720 840 960 Hyd No 4 56 Wednesday, 01 / 29 12014 = 1 916 cfs = 726 min = 6,829 cuft = 564 = Oft = 19 60 min = Type II = 484 Q (cfs) 200 1 00 ' ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 800 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Area C Pre Hyd No 5 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 5 57 Wednesday, 01 / 29 / 2014 = 1 501 cfs = 726 min = 6,144 cuft = 514 = Oft = 19 10 min = Type II = 484 Q (cfs) 200 1 00 ' ' ' " 000 1080 1200 1320 1440 1560 Time (min) 58 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3M2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 6 360 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 20,422 cuft Drainage area = 4 910 ac Curve number = 55 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 40 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 700 M 500 400 300 200 1 00 Area D Pre Hyd No 6 -- 10 Year Q (cfs) 700 . iX 500 400 300 200 1 00 000 1 1 1 1 1 1 . I I 1 I 1 1 1% ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 130 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 -L 0 Area E Pre Hyd No 7 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 7 59 Wednesday, 01 / 29 / 2014 = 1 734 cfs = 722 min = 5,028 cuft = 552 = Oft = 10 40 min = Type II = 484 Q (cfs) 200 1 00 ' ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2014 by Autodesk, Inc v10 3 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 51 660 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 14000 12000 10000 F� 2000 Onsite Area A Post Hyd No 8 -- 10 Year 60 Wednesday, 01 / 29 / 2014 = 135 01 cfs = 728 min = 498,000 cult = 743 = Oft = 25 40 min = Type II = 484 Q (cfs) 14000 12000 10000 :1 1I 4000 2000 000 ' 1 1 1 — 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 8 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2014 by Autodesk, Inc v10 3 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Offsite to Area A Hyd No 9 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 9 61 Wednesday, 01 / 29 / 2014 = 1 767 cfs = 732 min = 8,683 cuft = 516 = Oft = 25 40 min = Type II = 484 Q (cfs) 200 1 00 ' ' I % ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 62 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 136 69 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 506,683 cuft Inflow hyds = 8, 9 Contnb drain area = 54 210 ac Q (cfs) 14000 12000 10000 -T M 4000 2000 Total Area A Post Hyd No 10 -- 10 Year Q (cfs) 14000 12000 10000 4000 2000 000 ' ' ' 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 10 Hyd No 8 Hyd No 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 0 540 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conic (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Area B Post Hyd No 11 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 11 63 Wednesday, 01 / 29 / 2014 = 1 304 cfs = 720 min = 3,054 cuft = 604 = Oft = 7 60 min = Type II = 484 Q (cfs) 200 1 00 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 12 Time to peak Area C Post Hyd volume Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time Interval = 2 min Drainage area = 0 950 ac Basin Slope = 00% Tc method = TR55 Total precip = 5 38 In Storm duration = 24 hrs 64 Wednesday, 01 / 29 / 2014 Peak discharge = 0 911 cfs Time to peak = 726 min Hyd volume = 3,551 cuft Curve number = 528 Hydraulic length = 0 ft Time of conc (Tc) = 19 10 min Distribution = Type II Shape factor = 484 Area C Post Q (cfs) Hyd No 12 -- 10 Year Q (cfs) 1 00 090 080 070 060 050 040 030 020 010 0 00 1 00 090 080 070 060 050 040 030 020 010 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 12 Time (min) 65 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge = 16 44 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 46,072 cuft Drainage area = 4 550 ac Curve number = 761 Basin Slope = 00% Hydraulic length = Oft Tc method = User Time of conc (Tc) = 13 70 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1800 1500 1200 • M . 11 300 Area D Post Hyd No 13 -- 10 Year Q (Cfs) 1800 1500 1200 M 300 000 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 13 Time (min) 66 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0 108 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd volume = 218 cuft Drainage area = 0 040 ac Curve number = 61 Basin Slope = 00% Hydraulic length = 0 ft Tc method = User Time of conc (Tc) = 5 00 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E Post Q (cfs) Hyd No 14 -- 10 Year Q (cfs) 0 50 045 040 035 030 025 020 015 010 005 000 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 14 Time (min) Hydrograph Report 67 Hydraflow Hydrographs Extension for AutoCAND Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 103 83 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 381,828 cuft Drainage area = 37 590 ac Curve number = 759 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 43 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs 12000 10000 4000 2000 Onsite Area A to BMP 1 Hyd No 16 --10 Year Q (cfs) 12000 10000 4000 2000 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 16 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Offsite to BMP 1 Hyd No 17 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 17 68 Wednesday, 01 /29/2014 = 1 767 cfs = 732 min = 8,683 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 260 1 00 ' '` I 0 00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 18 Time to peak Total to BMP 1 Hyd volume Hydrograph type = Combine Storm frequency = 10 yrs Time interval = 2 min Inflow hyds = 16, 17 Q (cfs) 12000 10000 4000 2000 69 Wednesday, 01 / 29 / 2014 Peak discharge = 105 51 cfs Time to peak = 728 min Hyd volume = 390,511 cuft Contnb drain area = 40 140 ac Total to BMP 1 Hyd No 18 --10 Year Q (cfs) 12000 10000 :1 1I 4000 2000 000 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 18 Hyd No 16 Hyd No 17 70 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 18 40 cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 2 min Hyd volume = 351,429 cuft Inflow hyd No = 18 - Total to BMP 1 Max Elevation = 339 42 ft Reservoir name = BMP 1 Max Storage = 199,703 cult Storage Indication method used Route BMP 1 Q (cfs) Q (cfs) Hyd No 19 -- 10 Year 12000 12000 10000 10000 8000 8000 6000 6000 4000 4000 2000 2000 000 000 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No 19 Hyd No 18 LI_(JJ_Lll Total storage used = 199,703 cult 71 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 29 27 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 91,517 cuft Drainage area = 8 100 ac Curve number = 788 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 50 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3000 2500 2000 1500 1000 500 000 ' ' 0 120 240 Hyd No 20 Onsite Area A to BMP 3 Hyd No 20 -- 10 Year Q (cfs) 3000 2500 2000 1500 1000 500 __ ......, I I I I I ' 000 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) 72 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 2 411 cfs Storm frequency = 10 yrs Time to peak = 786 min Time interval = 2 min Hyd volume = 83,186 cuft Inflow hyd No = 20 - Onsite Area A to BMP 3 Max Elevation = 345 62 ft Reservoir name = BMP 3 Max Storage = 52,604 cuft Storage Indication method used Q (cfs) 3000 2500 2000 1500 1000 500 000 0 600 Hyd No 21 Route BMP 3 Hyd No 21 -- 10 Year Q (cfs) 3000 2500 2000 1500 1000 500 000 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No 20 1 1 IJ_ L L Total storage used = 52,604 cult 73 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil MD 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 5 175 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 20,228 cuft Drainage area = 4 040 ac Curve number = 576 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 23 40 min Total precip = 5 38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 600 500 400 300 200 1 00 000 1 ' 0 120 240 Hyd No 22 Onsite Area A to BMP 4 Hyd No 22 -- 10 Year Q (cfs) 600 500 400 300 200 1 00 i .i i i i i i i� ' 000 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 74 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 2 448 cfs Storm frequency = 10 yrs Time to peak = 744 min Time interval = 2 min Hyd volume = 20,225 cuft Inflow hyd No = 22 - Onsite Area A to BMP 4 Max Elevation = 338 55 ft Reservoir name = BMP 4 Max Storage = 4,415 cuft Storage Indication method used Q (cfs) 600 500 400 300 200 1 00 Route BMP 4 Hyd No 23 -- 10 Year Q (cfs) 600 500 400 300 200 1 00 000 I I ' I I ' •• I 1 I I I I 1` " 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 23 Hyd No 22 LLL1LL11 Total storage used = 4,415 cult Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 1 930 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 Onsite Area A bypasses BMP Hyd No 24 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 24 75 Wednesday, 01 / 29 / 2014 = 2 908 cfs = 728 min = 10,952 cuft = 601 = Oft = 20 30 min = Type II = 484 Q (cfs) 300 200 1 00 i i i iw 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Storm frequency = 10 yrs Time Interval = 2 min Inflow hyds = 19, 21, 23, 24 Q (cfs) 2400 1600 1200 : Me 400 000 0 600 Hyd No 25 76 Wednesday, 01 / 29 / 2014 Peak discharge = 23 49 cfs Time to peak = 760 min Hyd volume = 465,792 cuft Contrib drain area = 1 930 ac Total Area A Post Hyd No 25 -- 10 Year 1200 1800 2400 Hyd No 19 Hyd No 24 3000 3600 Hyd No 21 4200 4800 5400 Hyd No 23 Q (cfs) 2400 2000 1600 1200 lll� 400 1 000 6000 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 3 710 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 1800 1500 1200 • Me . M 300 Onsite Area D to BMP 2 Hyd No 27 -- 10 Year 77 Wednesday, 01 / 29 / 2014 = 15 08 cfs = 722 min = 42,371 cuft = 80 = Oft = 13 70 min = Type II = 484 Q (cfs) 1800 1500 1200 • IO 111M 300 000 — ' ' ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 180 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 OfFsite to BMP 2 Hyd No 28 -- 10 Year 78 Wednesday, 01 / 29 / 2014 = 1 299 cfs = 716 min = 3,001 cuft = 959 = Oft = 5 00 min = Type II = 484 Q (cfs) 200 1 00 000 ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No 28 Time (min) 79 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc A 0 3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 15 68 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 45,372 cuft Inflow hyds = 27, 28 Contrib drain area = 3 890 ac Q (cfs) 1800 1500 1200 • M MM 300 000 ' 0 120 240 Hyd No 29 Total to BMP 2 Hyd No 29 -- 10 Year Q (cfs) 1800 1500 1200 111MI . IM 300 000 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 27 Hyd No 28 Hydrograph Report 80 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 2 843 cfs Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd volume = 43,223 cuft Inflow hyd No = 29 - Total to BMP 2 Max Elevation = 359 49 ft Reservoir name = BMP 2 Max Storage = 23,602 cuft Storage Indication method used Q (cfs) 1800 1500 1200 • M 1I 300 000 1 0 480 Hyd No 30 Route BMP 2 Hyd No 30 -- 10 Year 960 1440 1920 2400 2880 3360 3840 Hyd No 29 l 1 1 Cl L(' Total storage used = 23,602 cuft Q (cfs) 1800 1500 1200 • IN . M 300 �- 0 00 4320 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 840 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 5 38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 1 11 Onsite Area D bypasses BMP Hyd No 31 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No 31 81 Wednesday, 01 / 29 / 2014 = 1 662 cfs = 722 min = 4,577 cuft = 59 = Oft = 13 00 min = Type II = 484 Q (cfs) 200 1 00 0 00 1080 1200 1320 1440 1560 Time (min) 82 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 3 166 cfs Storm frequency = 10 yrs Time to peak = 740 min Time interval = 2 min Hyd volume = 47,800 cuft Inflow hyds = 30, 31 Contrib drain area = 0 840 ac Area D Post with SWM Q (Cfs) Hyd No 32 -- 10 Year Q (cfs) 400 400 300 300 200 200 1 00 1 00 000 000 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) Hyd No 32 Hyd No 30 Hyd No 31 83 Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc 00 3 Hyd No Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (tuft) Hydrograph Description 1 SCS Runoff 4905 2 734 257,194 - - - -- -- - -- Onsite Area A Pre 2 SCS Runoff 3 115 2 730 13,462 -- - - - -- - - - - -- Offsite to Area A 3 Combine 5200 2 734 270,656 1,2 - - - - -- - - - - -- Total Area A Pre 4 SCS Runoff 3 007 2 726 10,092 - - - -- - - -- - -- Area B Pre 5 SCS Runoff 2 646 2 726 9,548 - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 1014 2 724 30,566 - - - - -- - - - - -- -- Area D Pre 7 SCS Runoff 2 742 2 722 7,512 -- - - -- - -- Area E Pre 8 SCS Runoff 17917 2 728 657,709 - - - - -- - - - - -- - - -- Onsite Area A Post 9 SCS Runoff 3 115 2 730 13,462 - - - -- - - - - -- - - - - -- Offsite to Area A 10 Combine 18219 2 728 671,170 8,9 -- - - - -- Total Area A Post 11 SCS Runoff 1 899 2 720 4,372 - - - -- -- Area B Post 12 SCS Runoff 1 545 2 726 5,433 - - - - -- - - - - -- - - - - -- Area C Post 13 SCS Runoff 21 50 2 722 60,336 -- - - -- - -- Area D Post 14 SCS Runoff 0 156 2 718 311 - -- - - - - -- - - - - -- Area E Post 16 SCS Runoff 13642 2 728 500,501 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 3 115 2 730 13,462 - -- - - -- - -- Offsite to BMP 1 18 Combine 13945 2 728 513,963 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 4034 2 752 474,580 18 34013 247,658 Route BMP 1 20 SCS Runoff 3776 2 724 118,403 - - -- - - -- - - - - -- Onsite Area A to BMP 3 21 Reservoir 4 639 2 760 109,939 20 34612 65,097 Route BMP 3 22 SCS Runoff 8 010 2 728 29,592 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 3 788 2 744 29,589 22 33955 7,594 Route BMP 4 24 SCS Runoff 4 343 2 728 15,714 - - - - -- - - - - -- - -- - Onsite Area A bypasses BMP 25 Combine 4899 2 752 629,821 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 1930 2 722 54,534 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1 555 2 716 3,629 - -- - - - - -- - - - - -- Offsite to BMP 2 29 Combine 2002 2 722 58,162 27,28 - - - - -- - - - - -- Total to BMP 2 30 Reservoir 6 394 2 736 55,959 29 35991 28,300 Route BMP 2 31 SCS Runoff 2 481 2 722 6,621 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 7 050 2 734 62,579 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post -REV gpw Return Period 25 Year Wednesday, 01 / 29 / 2014 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAM Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 48 420 ac Curve number Basin Slope = 00% Hydraulic length Tic method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 5000 4000 3000 2000 1000 Onsite Area A Pre Hyd No 1 -- 25 Year 84 Wednesday, 01 / 29 / 2014 = 49 05 cfs = 734 min = 257,194 cuft = 51 2 = Oft = 30 33 min = Type II = 484 Q (cfs) 5000 4000 3000 2000 1000 000 1 1 1 1 1 1 1 1 1 1 1 ' 1 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31M2014 by Autodesk, Inc v10 3 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conic (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 400 300 200 1 00 000 ' 1 ' 0 120 240 Hyd No 2 Offsite to Area A Hyd No 2 -- 25 Year 360 480 600 720 840 85 Wednesday, 01 / 29 / 2014 = 3 115 cfs = 730 min = 13,462 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 400 300 200 1 00 i i i I, ' 000 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 86 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 52 00 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd volume = 270,656 cuft Inflow hyds = 1, 2 Contnb drain area = 50 970 ac Q (cfs) 6000 5000 4000 3000 2000 1000 000 ' 1 ' 0 120 240 Hyd No 3 360 480 600 Hyd No 1 Total Area A Pre Hyd No 3 -- 25 Year 720 Q (cfs) 6000 5000 410 00 3000 2000 1000 000 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 480 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 400 i 11 200 1 00 000 -1 1 ' 0 120 240 Hyd No 4 Area B Pre Hyd No 4 -- 25 Year 360 480 600 720 840 87 Wednesday, 01 /29/2014 = 3 007 cfs = 726 min = 10,092 cuft = 564 = Oft = 19 60 min = Type II = 484 Q (cfs) 400 300 200 1 00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 800 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 1 Area C Pre Hyd No 5 -- 25 Year 120 240 360 480 600 720 840 960 Hyd No 5 1.1.1 Wednesday, 01 / 29 / 2014 = 2 646 cfs = 726 min = 9,548 cuft = 514 = Oft = 19 10 min = Type II = 484 Q (cfs) 300 200 1 00 i i i iw 000 1080 1200 1320 1440 1560 Time (min) E L'. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 10 14 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 30,566 cuft Drainage area = 4 910 ac Curve number = 55 Basin Slope = 00% Hydraulic length = Oft Tc method = TR55 Time of conc (Tc) = 13 40 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1200 1000 M$ AM 400 200 Area D Pre Hyd No 6 -- 25 Year Q (cfs) 1200 1000 800 600 400 11' 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 130 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 Area E Pre Hyd No 7 -- 25 Year 120 240 360 480 600 720 840 960 Hyd No 7 90 Wednesday, 01 / 29 / 2014 = 2 742 cfs = 722 min = 7,512 cuft = 552 = Oft = 10 40 min = Type II = 484 Q (cfs) 300 200 1 00 I I I 11 0 00 1080 1200 1320 1440 1560 Time (min) 91 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3 Wednesday, 01 / 29 / 2014 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge = 179 17 cfs Storm frequency = 25 yrs Time to peak = 728 min Time Interval = 2 min Hyd volume = 657,709 cuft Drainage area = 51 660 ac Curve number = 743 Basin Slope = 00% Hydraulic length = 0 ft Tc method = User Time of conc (Tc) = 25 40 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18000 15000 12000 MI1 3000 Onsite Area A Post Hyd No 8 -- 25 Year Q (cfs) 18000 15000 12000 .I 61 3000 000 ' 1 1 1 ' ' ' ' ' ' " ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 8 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31M2014 by Autodesk, Inc 00 3 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 400 300 200 1 00 000 ' 1 ' 0 120 240 Hyd No 9 Offsite to Area A Hyd No 9 -- 25 Year 360 480 600 720 840 py, Wednesday, 01 / 29 / 2014 = 3 115 cfs = 730 min = 13,462 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 400 300 200 1 00 ' ' ' ' I% ' 000 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2014 by Autodesk, Inc v10 2 Hyd. No. 10 Time to peak Total Area A Post Hyd volume Hydrograph type = Combine Storm frequency = 25 yrs Time interval = 2 min Inflow hyds = 8, 9 Q (cfs) 21000 18000 15000 12000 0111011111 3000 93 Wednesday, 01 / 29 / 2014 Peak discharge = 182 19 cfs Time to peak = 728 min Hyd volume = 671,170 cuft Contrib drain area = 54 210 ac Total Area A Post Hyd No 10 -- 25 Year Q (cfs) 21000 18000 15000 12000 • I T1 3000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 10 Hyd No 8 Hyd No 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 0 540 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 Area B Post Hyd No 11 -- 25 Year 120 240 360 480 600 720 840 960 Hyd No 11 94 Wednesday, 01 / 29 / 2014 = 1 899 cfs = 720 min = 4,372 cuft = 604 = Oft = 7 60 min = Type II = 484 Q (cfs) 200 1 00 ' I 1 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 950 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Area C Post Hyd No 12 -- 25 Year 120 240 360 480 600 720 840 960 Hyd No 12 95 Wednesday, 01 / 29 12014 = 1 545 cfs = 726 min = 5,433 cuft = 528 = Oft = 19 10 min = Type II = 484 Q (cfs) 200 1 00 IN ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 4 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 6 41 In Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2400 2000 1600 1200 M 400 Area D Post Hyd No 13 -- 25 Year 96 Wednesday, 01 / 29 / 2014 = 21 50 cfs = 722 min = 60,336 cuft = 761 = Oft = 13 70 min = Type II = 484 Q (cfs) 2400 2000 1600 1200 111M 400 000 ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 13 Time (min) 97 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0 156 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd volume = 311 cuft Drainage area = 0 040 ac Curve number = 61 Basin Slope = 00% Hydraulic length = 0 ft Tc method = User Time of conc (Tc) = 5 00 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E Post Q (cfs) Q (cfs) Hyd No 14 -- 25 Year 0 50 045 040 035 030 025 020 015 010 005 0 00 0 50 045 040 035 030 025 020 015 010 005 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 14 Hydrograph Report 98 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 136 42 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 500,501 cuft Drainage area = 37 590 ac Curve number = 759 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 43 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 14000 12000 10000 4000 Onsite Area A to BMP 1 Hyd No 16 -- 25 Year Q (cfs) 14000 12000 10000 .e ffie, 4000 2000 000 ' ' ' ' ' ' ' FN. ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 16 Time (min) /drograph R Report Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 ,ydraflow Hydrographs E Hyd. No. V Offsite to BMP 1 = SCS Runoff = Hydrograph type = = 25 yrs Storm frequency _ _ 2 min Time interval = 2 i Drainage area 0 00% Basin Slope = = Tc method = = g 41 in Total precip = = 24 hrs Storm duration L C F; Q (cfs) 400 M 201 1( 0 v%j 3bu 4ov 0 120 240 ® Hyd No 17 Peak discharge Time to peak Hyd volume curve number Hydraulic length Time of conc (TO Distribution Shape factor Offsite to BMP 7 .. . ., - 47 __ ) .ci Year 99 Wednesday, 01 /29/2014 = 3 115 cfs = 730 min = 13,462 cuft = 516 = Oft = 25 40 min = Type II = 484 Q (cfs) " 00 M M 100 000 0 a (min) 100 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 139 45 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 513,963 cuft Inflow hyds = 16, 17 Contrib drain area = 40 140 ac Q (cfs) 14000 12000 10000 :1 11 .1 11 4000 2000 Total to BMP 1 Hyd No 18 -- 25 Year Q (cfs) 14000 12000 10000 :1 11, • 1 11 4000 2000 000 1 1 1 1 _ I I I - 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 18 Hyd No 16 Hyd No 17 Hydrograph Report 101 Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 40 34 cfs Storm frequency = 25 yrs Time to peak = 752 min Time Interval = 2 min Hyd volume = 474,580 cuft Inflow hyd No = 18 - Total to BMP 1 Max Elevation = 340 13 ft Reservoir name = BMP 1 Max Storage = 247,658 cuft Storage Indication method used Q (cfs) 14000 12000 10000 :1 11 .1 11 4000 2000 Route BMP 1 Hyd No 19 -- 25 Year Q (cfs) 14000 12000 10000 :1 11 • 1 11 4000 2000 000 ' 1 +® 0 00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No 19 Hyd No 18 LCLLLU Total storage used = 247,658 cult Hydrograph Report 102 Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 37 76 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 118,403 cuft Drainage area = 8 100 ac Curve number = 788 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 50 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A to BMP 3 Q (cfs) Hyd No 20 -- 25 Year Q (cfs) 4000 4000 3000 3000 2000 2000 1000 1000 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 20 Time (min) Hydrograph Report 103 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 4 639 cfs Storm frequency = 25 yrs Time to peak = 760 min Time interval = 2 min Hyd volume = 109,939 cuft Inflow hyd No = 20 - Onsite Area A to BMP 3 Max Elevation = 346 12 ft Reservoir name = BMP 3 Max Storage = 65,097 cuft Storage Indication method used Q (cfs) 4000 R1 �� 2000 1000 000 0 600 Hyd No 21 Route BMP 3 Hyd No 21 -- 25 Year 1200 1800 2400 Hyd No 20 3000 3600 4200 4800 5400 ELLM11 Total storage used = 65,097 cuft Q (cfs) 4000 3000 2000 1000 1 000 6000 Time (min) 104 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 8 010 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 29,592 cuft Drainage area = 4 040 ac Curve number = 576 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 23 40 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1000 1I no 400 f• " Onsite Area A to BMP 4 Hyd No 22 -- 25 Year Q (Cfs) 1000 111M lll� 400 200 000 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 22 Time (min) Hydrograph Report 105 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 3 788 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 2 min Hyd volume = 29,589 cuft Inflow hyd No = 22 - Onsite Area A to BMP 4 Max Elevation = 339 55 ft Reservoir name = BMP 4 Max Storage = 7,594 cuft Storage Indication method used Q (cfs) 1000 : M . OA 400 200 Route BMP 4 Hyd No 23 -- 25 Year Q (cfs) 1000 1111MI 1111MI 400 200 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No 23 Hyd No 22 [l_L_LL1_l�l Total storage used = 7,594 cult 106 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 4 343 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 15,714 cuft Drainage area = 1 930 ac Curve number = 601 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 20 30 min Total precip = 6 41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 500 400 K 11 200 1 00 Onsite Area A bypasses BMP Hyd No 24 -- 25 Year Q (cfs) 500 400 300 200 1 00 000 ' ' I I I I I "' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 24 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD(@ Civil 3D(D 2014 by Autodesk, Inc v10 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Storm frequency = 25 yrs Time interval = 2 min Inflow hyds = 19, 21, 23, 24 107 Wednesday, 01 / 29 / 2014 Peak discharge = 48 99 cfs Time to peak = 752 min Hyd volume = 629,821 cuft Contrib drain area = 1 930 ac Total Area A Post Q (cfs) Hyd No 25 -- 25 Year Q (cfs) 5000 5000 4000 4000 3000 3000 2000 2000 1000 1000 000 000 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 Hyd No 25 Hyd No 19 Hyd No 21 Hyd No 23 Time (min) Hyd No 24 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 3 710 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs 21 00 1800 1500 1200 • ie AM OM Onsite Area D to BMP 2 Hyd No 27 -- 25 Year 108 Wednesday, 01 / 29 / 2014 = 19 30 cfs = 722 min = 54,534 cult = 80 = Oft = 13 70 min = Type II = 484 Q (cfs) 21 00 1800 1500 1200 M 300 0 00 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 180 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 � 0 Offsite to BMP 2 Hyd No 28 -- 25 Year 109 Wednesday, 01129 / 2014 = 1 555 cfs = 716 min = 3,629 cuft = 959 = Oft = 5 00 min = Type II = 484 120 240 360 480 600 720 840 960 1080 Hyd No 28 Q (cfs) 200 1 00 --1 - 000 1200 Time (min) 110 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 20 02 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 58,162 cuft Inflow hyds = 27, 28 Contrib drain area = 3 890 ac Q (cfs 21 00 1800 1500 1200 • la . M 300 Total to BMP 2 Hyd No 29 -- 25 Year Q (cfs) 21 00 1800 1500 1200 Meff M1 300 000 1 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 29 Hyd No 27 Hyd No 28 111 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 6 394 cfs Storm frequency = 25 yrs Time to peak = 736 min Time interval = 2 min Hyd volume = 55,959 cuft Inflow hyd No = 29 - Total to BMP 2 Max Elevation = 359 91 ft Reservoir name = BMP 2 Max Storage = 28,300 cuft Storage Indication method used Route BMP 2 Q (cfs) Hyd No 30 -- 25 Year Q (cfs) 21 00 21 00 1800 1800 1500 1500 1200 1200 900 900 600 600 300 300 000 000 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) Hyd No 30 Hyd No 29 1 LLLLL� Total storage used = 28,300 cult Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 311D 2014 by Autodesk, Inc v10 3 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 0 840 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 6 41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 0 00 " 0 Onsite Area D bypasses BMP Hyd No 31 -- 25 Year 120 240 360 480 600 720 840 960 Hyd No 31 112 Wednesday, 01 / 29 / 2014 = 2 481 cfs = 722 min = 6,621 cuft = 59 = Oft = 13 00 min = Type II = 484 Q (cfs) 300 200 1 00 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Storm frequency = 25 yrs Time interval = 2 min Inflow hyds = 30, 31 Q (cfs) 800 M 400 200 000 ' ' 0 240 Hyd No 32 113 Wednesday, 01 / 29 / 2014 Peak discharge = 7 050 cfs Time to peak = 734 min Hyd volume = 62,579 cuft Contnb drain area = 0 840 ac Area D Post with SWM Hyd No 32 -- 25 Year 480 720 Hyd No 30 960 1200 1440 Hyd No 31 1680 1920 Q (cfs) 800 . e, 400 200 a=- 0 00 2160 Time (min) 114 Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCADO Civil 3D02014 by Autodesk, Inc v10 3 Hyd No Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 8929 2 734 422,936 - - - - -- - - - - -- - - - -- Onsite Area A Pre 2 SCS Runoff 5 563 2 730 22,042 - -- - -- -- Offsite to Area A 3 Combine 9444 2 734 444,978 1,2 -- - -- Total Area A Pre 4 SCS Runoff 4 882 2 726 15,776 - - - - -- - - - - -- - -- Area B Pre 5 SCS Runoff 4 690 2 726 15,667 - - - - -- - - - - -- - - -- Area C Pre 6 SCS Runoff 1667 2 724 48,381 - - - -- - - - - -- - - -- Area D Pre 7 SCS Runoff 4 479 2 722 11,869 -- - - -- - - -- Area E Pre 8 SCS Runoff 24937 2 728 915,676 - -- - - - -- - - -- Onsite Area A Post 9 SCS Runoff 5 563 2 730 22,042 - - -- - -- - - -- Offsite to Area A 10 Combine 25485 2 728 937,718 8,9 - - - - -- - - - - -- Total Area A Post 11 SCS Runoff 2 893 2 720 6,621 - - -- - - - - -- - - - - -- Area B Post 12 SCS Runoff 2 660 2 726 8,783 - -- - - -- - Area C Post 13 SCS Runoff 2947 2 722 83,248 - - -- -- - - -- Area D Post 14 SCS Runoff 0 234 2 718 469 - - - -- - - - - -- - -- Area E Post 16 SCS Runoff 18795 2 728 691,244 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 5 563 2 730 22,042 - -- - - - -- - - - - -- Offsite to BMP 1 18 Combine 19344 2 728 713,286 16,17 - -- - - -- Total to BMP 1 19 Reservoir 9999 2 744 673,570 18 34085 298,932 Route BMP 1 20 SCS Runoff 5104 2 724 161,261 - - - - -- - - - - -- - -- Onsite Area A to BMP 3 21 Reservoir 1828 2 740 152,651 20 34668 80,206 Route BMP 3 22 SCS Runoff 1287 2 728 45,797 - - - - -- - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 9 718 2 736 45,794 22 34000 9,238 Route BMP 4 24 SCS Runoff 6 766 2 728 23,849 - - -- - - -- - - -- Onsite Area A bypasses BMP 25 Combine 13000 2 742 895,865 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 2587 2 722 73,860 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1 950 2 716 4,600 - - -- - -- - -- Offsite to BMP 2 29 Combine 2677 2 722 78,459 27,28 - - -- - - -- Total to BMP 2 30 Reservoir 1288 2 732 76,192 29 36038 34,178 Route BMP 2 31 SCS Runoff 3 863 2 722 10,133 - - - - -- -- - - - - - -- Onsite Area D bypasses BMP 32 Combine 1510 2 728 86,325 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post -REV gpw Return Period 100 Year Wednesday, 01 / 29 / 2014 115 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 89 29 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd volume = 422,936 cuft Drainage area = 48 420 ac Curve number = 512 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 30 33 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 9000 8000 7000 6000 5000 4000 3000 2000 1000 Onsite Area A Pre Hyd No 1 -- 100 Year Q (cfs) 9000 8000 7000 6000 5000 4000 3000 2000 1000 000 ' ' ' ' ' ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 600 4 $ 400 300 200 1 00 Offsite to Area A Hyd No 2 -- 100 Year 116 Wednesday, 01 / 29 12014 = 5 563 cfs = 730 min = 22,042 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 600 500 400 300 200 1 00 000 1 1 ' ' ' ' ' ' ". ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Storm frequency = 100 yrs Time Interval = 2 min Inflow hyds = 1, 2 117 Wednesday, 01 / 29 / 2014 Peak discharge = 94 44 cfs Time to peak = 734 min Hyd volume = 444,978 cuft Contrib drain area = 50 970 ac Total Area A Pre Q (cfs) Hyd No 3 -- 100 Year Q (cfs) 100 00 9000 8000 7000 6000 5000 4000 3000 2000 1000 000 100 00 9000 8000 7000 6000 5000 4000 3000 2000 1000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 3 Hyd No 1 Hyd No 2 118 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge = 4 882 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd volume = 15,776 cuft Drainage area = 1 480 ac Curve number = 564 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 60 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 500 400 300 200 1 00 Area B Pre Hyd No 4 -- 100 Year Q (cfs) 500 400 300 200 1 00 000 ' 1 1 1 1 1 ' ' ' ' ' ' 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 4 Time (min) 119 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge = 4 690 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd volume = 15,667 cuft Drainage area = 1 800 ac Curve number = 514 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 10 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 500 400 300 200 1 00 Area C Pre Hyd No 5 -- 100 Year Q (cfs) 500 400 300 200 1 00 000 ' ' .0 ' ' ' ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 5 Time (min) 120 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 16 67 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 48,381 cuft Drainage area = 4 910 ac Curve number = 55 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 40 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1800 1500 1200 • "I . ff 300 Area D Pre Hyd No 6 -- 100 Year Q (cfs) 1800 1500 1200 Mrs, . ff Off, 300 000 1 1 1 1 1 1 ' ' ' ' ' ' 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2014 by Autodesk, Inc v10 3 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 1 130 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 500 400 300 200 1 00 Area E Pre Hyd No 7 -- 100 Year 121 Wednesday, 01 / 29 / 2014 = 4 479 cfs = 722 min = 11, 869 cuft = 552 = Oft = 10 40 min = Type II = 484 Q (cfs) 500 400 300 200 1 00 000 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 7 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 313® 2014 by Autodesk, Inc v10 3 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 51 660 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 28000 24000 20000 16000 12000 4000 Onsite Area A Post Hyd No 8 -- 100 Year 122 Wednesday, 01 / 29 / 2014 = 249 37 cfs = 728 min = 915,676 cuft = 743 = Oft = 25 40 min = Type II = 484 Q (cfs) 28000 24000 20000 16000 12000 :O I11 4000 000 1 1 1 1 1 1 1 1 1 r 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 8 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 2 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 600 500 400 300 200 1 00 Offsite to Area A Hyd No 9 -- 100 Year 123 Wednesday, 01 / 29 / 2014 = 5 563 cfs = 730 min = 22,042 cuft = 51 6 = Oft = 25 40 min = Type II = 484 Q (cfs) 600 500 400 300 200 1 00 000 ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 9 Time (min) 124 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 254 85 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 937,718 cuft Inflow hyds = 8, 9 Contrib drain area = 54 210 ac Q (cfs) 28000 24000 20000 16000 12000 4000 Total Area A Post Hyd No 10 -- 100 Year Q (cfs) 28000 24000 20000 16000 12000 4000 000 ' ' - 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 10 Hyd No 8 Hyd No 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 540 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 0 00 " 0 Area B Post Hyd No 11 -- 100 Year 120 240 360 480 600 720 840 960 Hyd No 11 125 Wednesday, 01 / 29 / 2014 = 2 893 cfs = 720 min = 6,621 cuft = 604 = Oft = 7 60 min = Type II = 484 Q (cfs) 300 200 1 00 ' 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31)@2014 by Autodesk, Inc v10 3 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 0 950 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 300 200 1 00 0 00 � 0 Area C Post Hyd No 12 -- 100 Year 120 240 360 480 600 720 840 960 Hyd No 12 126 Wednesday, 01 / 29 / 2014 = 2 660 cfs = 726 min = 8,783 cuft = 528 = Oft = 19 10 min = Type II = 484 Q (cfs) 300 200 1 00 000 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 4 550 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 3000 2500 2000 1500 1000 500 Area D Post Hyd No 13 -- 100 Year 127 Wednesday, 01 / 29 / 2014 = 29 47 cfs = 722 min = 83,248 cuft = 761 = Oft = 13 70 min = Type II = 484 Q (cfs) 3000 2500 2000 1500 1000 500 000 ' 1 1 1 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 13 Time (min) 128 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0 234 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd volume = 469 cuft Drainage area = 0 040 ac Curve number = 61 Basin Slope = 00% Hydraulic length = 0 ft Tc method = User Time of conc (Tc) = 5 00 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E Post i INN 129 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 187 95 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 691,244 cuft Drainage area = 37 590 ac Curve number = 759 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 43 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 21000 18000 15000 12000 •1 11 •1 11 3000 Onsite Area A to BMP 1 Hyd No 16 -- 100 Year Q (cfs) 21000 18000 15000 12000 •1 11 •1 II 3000 000 i ' ' ' ' ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 16 Time (min) Hydrograph Report 130 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 5 563 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd volume = 22,042 cuft Drainage area = 2 550 ac Curve number = 51 6 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 25 40 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 600 400 300 200 1 00 Offsite to BMP 1 Hyd No 17 -- 100 Year Q (cfs) 600 500 400 300 200 1 00 000 I I ' ' I I I I I I I I I ,• ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 17 Time (min) Hydrograph Report 131 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01129 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 193 44 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd volume = 713,286 cuft Inflow hyds = 16, 17 Contrib drain area = 40 140 ac Q (cfs) 21000 18000 15000 12000 3000 Total to BMP 1 Hyd No 18 --100 Year Q (cfs) 21000 18000 15000 12000 3000 000 ' 1 1 1 `-"- ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 18 Hyd No 16 Hyd No 17 Hydrograph Report 132 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 99 99 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd volume = 673,570 cuft Inflow hyd No = 18 - Total to BMP 1 Max Elevation = 340 85 ft Reservoir name = BMP 1 Max Storage = 298,932 cuft Storage Indication method used Q (cfs 21000 18000 15000 12000 .a sl 3000 III Q (cfs) 21000 18000 15000 12000 3000 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No 19 Hyd No 18 1 ( 11 _ l Cb Total storage used = 298,932 cult 133 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 51 04 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd volume = 161,261 cuft Drainage area = 8 100 ac Curve number = 788 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 19 50 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6000 5000 4000 3000 2000 1000 Onsite Area A to BMP 3 Hyd No 20 -- 100 Year Q (cfs) 6000 5000 4000 3000 2000 1000 000 ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 20 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Inflow hyd No = 20 - Onsite Area A to BMP 3 Max Elevation Reservoir name = BMP 3 Max Storage Storage Indication method used Q (cfs) 6000 .1 11 4000 3000 2000 1000 000 ` ' 0 240 Hyd No 21 Route BMP 3 Hyd No 21 -- 100 Year 480 720 Hyd No 20 134 Wednesday, 01 / 29 / 2014 = 18 28 cfs = 740 min = 152,651 cuft = 346 68 ft = 80,206 cuft 960 1200 1440 1680 LLCI_LU Total storage used = 80,206 cuft Q (cfs) 6000 5000 4000 3000 2000 1000 --" 0 00 1920 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time Interval = 2 min Hyd volume Drainage area = 4 040 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 1400 1200 1000 UM . M 400 200 000 ' 0 120 240 Hyd No 22 Onsite Area A to BMP 4 Hyd No 22 -- 100 Year 135 Wednesday, 01 / 29 / 2014 = 12 87 cfs = 728 min = 45,797 cuft = 576 = Oft = 23 40 min = Type II = 484 Q (cfs) 1400 1200 1000 111MI MTQ 400 200 �. 000 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 136 Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 9 718 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd volume = 45,794 cuft Inflow hyd No = 22 - Onsite Area A to BMP 4 Max Elevation = 340 00 ft Reservoir name = BMP 4 Max Storage = 9,238 cuft Storage Indication method used Q (cfs) 1400 1200 1000 800 600 400 200 Route BMP 4 Hyd No 23 -- 100 Year Q (cfs) 1400 1200 1000 es, K- OR 400 200 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 23 Hyd No 22 iLLLLWI Total storage used = 9,238 cult Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 1 930 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 700 IN 500 400 300 200 1 00 Onsite Area A bypasses BMP Hyd No 24 -- 100 Year 137 Wednesday, 01 / 29 / 2014 = 6 766 cfs = 728 min = 23,849 cuft = 601 = Oft = 20 30 min = Type II = 484 Q (cfs) 700 01151 500 400 300 200 1 00 000 ' 1 1 1 ' ' ' ' ' ' 1 ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 24 Time (min) 138 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01129 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 130 00 cfs Storm frequency = 100 yrs Time to peak = 742 min Time interval = 2 min Hyd volume = 895,865 cuft Inflow hyds = 19, 21, 23, 24 Contrib drain area = 1 930 ac Q (cfs 14000 12000 10000 i 1 11 it 11 4000 2000 Total Area A Post Hyd No 25 100 Year I Q (cfs) 14000 12000 10000 f 1 11 .1 11 4000 2000 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Hyd No 25 Hyd No 19 Hyd No 21 Hyd No 23 Time (min) Hyd No 24 Hydrograph Report 139 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 25 87 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd volume = 73,860 cuft Drainage area = 3 710 ac Curve number = 80 Basin Slope = 00% Hydraulic length = 0 ft Tc method = TR55 Time of conc (Tc) = 13 70 min Total precip = 8 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 2800 2400 2000 1600 1200 m 400 Onsite Area D to BMP 2 Hyd No 27 -- 100 Year Q (cfs) 2800 2400 2000 1600 1200 IN 400 000 ' - ' ' ' ' ' ' 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 180 ac Curve number Basin Slope = 00% Hydraulic length Tc method = User Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 200 1 00 0 00 " 0 Offsite to BMP 2 Hyd No 28 --100 Year 140 Wednesday, 01 / 29 / 2014 = 1 950 cfs = 716 min = 4,600 cuft = 959 = Oft = 5 00 min = Type II = 484 120 240 360 480 600 720 840 960 1080 Hyd No 28 Q (cfs) 200 1 00 --' 000 1200 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2014 by Autodesk, Inc v10 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Storm frequency = 100 yrs Time Interval = 2 min Inflow hyds = 27, 28 Total to BMP 2 141 Wednesday, 01 / 29 / 2014 Peak discharge = 26 77 cfs Time to peak = 722 min Hyd volume = 78,459 cuft Contrib drain area = 3 890 ac Q (cfs) Hyd No 29 -- 100 Year Q (cfs) 2800 2800 2400 2400 2000 2000 1600 1600 1200 1200 800 800 400 400 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 29 Hyd No 27 Hyd No 28 142 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 12 88 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd volume = 76,192 cuft Inflow hyd No = 29 - Total to BMP 2 Max Elevation = 360 38 ft Reservoir name = BMP 2 Max Storage = 34,178 cuft Storage Indication method used Route BMP 2 Q (cfs) Hyd No 30 -- 100 Year Q (cfs) 2800 2800 2400 2400 2000 2000 1600 1600 1200 1200 800 800 400 400 000 000 0 240 480 720 960 1200 1440 1680 1920 Time (min) Hyd No 30 Hyd No 29 LLL11L1 Total storage used = 34,178 cult Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd volume Drainage area = 0 840 ac Curve number Basin Slope = 00% Hydraulic length Tc method = TR55 Time of conc (Tc) Total precip = 8 00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 400 300 200 1 00 000 ` 1 ' 0 120 240 Hyd No 31 Onsite Area D bypasses BMP Hyd No 31 -- 100 Year 360 480 600 720 840 143 Wednesday, 01 / 29 / 2014 = 3 863 cfs = 722 min = 10,133 cuft = 59 = Oft = 13 00 min = Type II = 484 Q (cfs) 400 300 200 1 00 000 960 1080 1200 1320 1440 1560 Time (min) 144 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 15 10 cfs Storm frequency = 100 yrs Time to peak = 728 min Time Interval = 2 min Hyd volume = 86,325 cuft Inflow hyds = 30, 31 Contrib drain area = 0 840 ac Q (cfs) 1800 1500 1200 L^-1111j '411011 0 00 ' ' 0 240 Hyd No 32 Area D Post with SWM Hyd No 32 -- 100 Year 480 720 Hyd No 30 960 1200 Hyd No 31 1440 1680 Q (cfs) 1800 1500 1200 300 --1 000 1920 Time (min) Storm Drainage System d a LL LL LL U O O O O It* M rn OD OD M M O M F- V M M M 00 � 00 O I U Z W 00 W W a0 w w a0 W w a0 w f- � CO co [o (D n n t` t` n 1� co 00 M 00 M � O O O O O O O O O O O O O O O O O O O O O O O O O C) LLJ XI a W a. 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N m � a p N ir N} CL a= CO Y ) U N a m (O7 v n 0 V N M V (O (D V U Cl) F Z OO Cl) In M (O Cl) CO CO N Cl) LO m W m (D m (D m In M (f) M In M (f) M � co IT co (O M (r) Cl) Lr) Cl) Lr) Cl) (() Cl) LC) Cl) Lr) m (f) Cl) Iq m co N w O CID 4) a 2 (r O x 2 W F } U) fr fr 0 U) M LO N Ill Y Y Y Y Y Y Y Y Y Y Y Y `1 Y Y Y Y Y Y Y Y Y Y 0 O_ V O 2 O 00 (D O 0 0 0 0 0 0 0 00 00 0 0 0 0 0 0 0 0 0 _m N 0 0 7 N _m _m N (D to M N m M 0 W U) LL (f) (f) M O 0 n m O O m M) V N m n (O (D N N N (O N n 0 (O7 O 0 V N M V (O (D V U `--' OO Cl) In M (O Cl) CO CO N Cl) LO m W m (D m (D m In M (f) M In M (f) M � co IT co (O M (r) Cl) Lr) Cl) Lr) Cl) (() Cl) LC) Cl) Lr) m (f) Cl) Iq m V Cl) U.) M 2 * M l M co M Z '7 Co V1*1 c C"r V V a a w~ a a a a a a¢ a s a s a > a a a a It 11 11 -LI w w m _ m m m m m m m m m _ m _ _ m m _ _ _ _ m m W m a U pU C) 0000000 pC..) pp C) ppoUU �Z� - Z 2 J W 0 F O N co to 2 n 0 0 (!') 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F Z LL Z) o '--' 0 0 co n to co (f) O (D m (f) (D 0 v (r) N 0 O (r) 00 V CO (f) 0 (f) co N w O CID 4) a 2 (r O x 2 W F } U) fr fr 0 U) M LO N W N O M (f) O n o 0 0 (O 0 M N M m 0 m 0 O_ V O m 0 (D N Q co 0 0 n 0 0 0 n N W N _m N 0 0 7 N _m _m N (D to M N m M 0 W U) LL (f) (f) M O 0 n m O m M) V N m n (O (D N N N (O N n 0 (O7 O 0 V N M V (O (D V `--' OO Cl) In M (O Cl) CO CO N Cl) LO m W m (D m (D m In M (f) M In M (f) M � co IT co (O M (r) Cl) Lr) Cl) Lr) Cl) (() Cl) LC) Cl) Lr) m (f) Cl) Iq m V Cl) U.) M (r) m * M l M co M Z '7 Co V1*1 c C"r V V a a a a a a a a¢ a s a s a > a a a a It 11 11 -LI W J it Z 2 J W 0 F O N co to 2 n 0 0 (!') CO m m m m M M m O V r m 0 0 N m O V N (n W F (D W Ln 00 W O W O n N OD N cm N W O� n W m (r) W N r (D W C7 N m 00 (D a a a¢ a 3t J LL Z V lf) � co O � n a a O m lO) a N m lJ CO 0) ((7 N n (() cu:)) 00 V W O CD M CO M M M 0 co 0 M (n M 0 M to M M co 0) M (D M to M (!) 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F Z LL Z) o '--' 0 0 co n to co (f) O (D m (f) (D 0 v (r) N 0 O (r) 00 V CO (f) 0 (f) N to N (O N to 00 V CO V O LO m V 0 V N V V O U m M M M m M M 07 M co Cl) m CO co co co co co m m co co co g E _U z U' U3 O Z a J O n O N 0 co m N 0 V N m m O LO N a) Qi F W F 000 co ((D 000 (NO COO W N i LL v OO M O M (D LO M M O � m M (n M v M N U') m m n M CD CD L0 N LO N to N LO n c CD O m C v c O 0 oo Q j m C07 M m CO Cl) co C�7 Cl) Cl) CC7 co (M') 0-1 = > a2 C'3 co N w O CID 4) a 2 (r O x 2 W F } U) fr fr 0 U) M LO N N O r n O O M (D M V N M V (O (D V 00 CO O In N M CD (f) (O n 00 n F a N s a m m m CO m m M CO '7 Co V1*1 c C"r V V a a a a a a a a¢ a s a s a a a a a a It 11 11 -LI 2 (O n 00 m O r N CO v (n (D n CO 00 m O r N M to CD n tb cr a a s a Cl) a a a a¢ a s a s a a a a a a a a lJ LL co N w O CID 4) a 2 (r O x 2 W F } U) fr fr 0 U) OD N 0 O 0) d c1 a 2 Cc O rn x W H } 0 U) O LL J Cn Z LL _ Q Q M r 00 O O M V N O n cn h O r) V O CD 00 u7 rn O O N 0 LL N N O Cn O O V O Q1 M m m r cD V O N O CD CO M N N (n (n N M r wL O U z W Q1 O O OD 00 CD LO V V Cl) co co M 00 V U1 00 Itt M O CO V V V V V O O N N O O O O O O O O O O O O O O O O O O O O O O O O HN O r J W z (O LO Ln 0 0 LO LO rn LO Un LO LO rn LO LO LO (n Ul u7 LO Ln LO Lu W O- a N m Y U 0 = W _ C, z = W Q 7 N M (.0. 00 'C'T) W c,'.) M a) CO 00 n 00 00 M N u7 M N z O U- cc Q O _ Z N N M r J = LL N N O N Oo r M 0 N 0 CO 00 N 00 r M CD M Ln N N N N N N N r` O � N N n r r r M 0 O 0 M CO r N N L9 J cn N O W W Z Z n n n r n n co CO CD to CD CD CO M N t` r n n r n r n n CD N n CO W z > U 2 O z O — T W oCOW W Pa o LL U m m O V LL U LL LL W Z LL N N (n m co n O co n M O O M a) O M M tD O M O co U Z M O v O rn cD M n M 00 v M It LO co O M O V O r- V O m v LO n N o co O O M 'R cn CO H U O M o o r r- r co (o O o 0o 0 O o o o o Ln O r v O 0o co 0 0 0 cc 0 I= LL rn rn _ m rn M) Lo in co cD co n n n U7 U7 V) U7 U7 U) Ui Ui Ui CD U7 O U) W W Z LL O V 0 0 M M n M "t CO cn O O O n O 0o 7 u7 N n O Cl O O co 0 0 r h r M c0 O- CO O O O U7 O r t O M FL O O O O O O — r r N N N O O O O O O O O O r O OD N 0 O 0) d c1 a 2 Cc O rn x W H } 0 U) O } J Cn Z m _ Q Q M r 00 O O M V N O n cn h O r) V O CD 00 u7 rn O O N 0 H W V N M r N u7 N r O V r M V N O r N O r N r r wL O Y J z O O O O O O 00 00 00 O 00 00 00 U1 00 O O O O O 00 00 O 00 N N O ? 00 HN O r J W z (O LO Ln 0 0 LO LO rn LO Un LO LO rn LO LO LO (n Ul u7 LO Ln LO W O- a N m Y U 0 OD N 0 O 0) d c1 a 2 Cc O rn x W H } 0 U) J Cn _ Q Q M r 00 O O M V N O n cn h O r) V O CD 00 u7 rn O O N H W V N M r N u7 N r O V r M V N O r N O r N r r O Qa Q O O O O O r r M V U7 U1 CD O O O r O r r N N O W 0 _ W Q 7 N M (.0. 00 'C'T) W c,'.) M a) CO 00 n 00 00 M N u7 M N O J = LL In r n m O N V CD � N O n r M O N O Z (� U r 0 r O O r r CO M N N r O O O N O O Cl) O O — T LL LL LL LL N N (n m co n O co n M O O M a) O M M tD O M O co M J o Z W O O 00 00 V M co M M V V V V 00 7 co co 7 M 'R cn CO CD z � O O O o 0 0 o 0 0 0 o 0 o O O O O o 0 0 0 cc 0 _ m U) Z) _O > o rn LO O O o 0 O ,n o o r0 rn rn N o Q) u7 ,O U') U') N O O N Cl co U) o U7 J w O 0 m Cn N r r N r ® © a- W F k W LU W cr Q M N co O 00 r N U7 n 00 V 00 N 00 M CO r` 00 n N (n O N n O 7 V (D CD CD N 00 n O r V 00 O O N O U) J r r r Z Q - O O O O O O O O O O O O O O O O O O O O O `� a ..�0g W z `U C3 z 0 U O O o 0 0 0 o 0 0 0 0 0 F z Z < _ H Q W W LL o O 0 n O V7 O (D O O O N N 00 co N 00 O o O O O 00 r` 0 ^ 0 M 00 0 ^ O 0 U z f- �. J N co Q) co n M Cn m w 00 0 00 N N CD V V O CD n 00 W Z N Z Q `--' D) M n V O N Cl) O N U1 N 0 u7 co Cl) M Cl) N N 00 M O r O N r( r M N M M m cM p O co U L O a = cd 0 O N M M N N O r �\ O 0 N co V U7 (D r 00 M O r Cl) u2 N N M O 7 Q Q m m m m m m m m m m m m m m m m m m m m m n u u u O O O N M t rn (O n 00 D) O_ N_ M N N N m V Q N Q m m m m m m m m m m m m m m m m m m m m m LL OD N 0 O 0) d c1 a 2 Cc O rn x W H } 0 U) W F-- �I -11 0 0 0 0 0 0 0 0 0 0 O O 101 0 0 0 0 0 0 O U) XI�I �I �I �I J J J � O W W d a 0 LL U O 7 N V N O V N V It N It V Cl) V m N V (D h N a N O V P� LO LO n V h Cl) (D O O V N O V t Cl) O a N V Co V co �_ N V Ln N V OD U) V m v O LO co (D n n N co V N N M O m LO O r Ln OD 00 n LO r 00 IL Z LL O 00 Cl) N LO Cl) Cl) V N O OD CD (D Cl) m fl- Il. 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(D LO a N O n 00 to � (D (D to Ln le V V V Cl) m LP) (D V V V V V V V R d' Z) M M M M M M m m m m m m co Cl) M Cl) Co M 07 Co Cl) Cl) Cl) H (, Ln F- a N O cr N} 'J Q W 2 O O J O O O O 0 0 0 0 Z_ 0 O N Z U) o r a r m Y U W W Z � 2= V co O N m O O O CD LO LO V LO r CO cm M m co V N r n co r n Ln O CO O CD N M- Co M V N tD r W F-- �I -11 0 0 0 0 0 0 0 0 0 0 O O 101 0 0 0 0 0 0 O U) M I- M O to LO LO V N Ln O M M I� N O �- _m N _O 't O O m r r m O m O O O O O O I- m m O (] M m N N O O O m N O O J O O O O O O O O O O O O O O O O O O O O O O O C n O O 0 0 0 0 0 0 0 0 0 0 O O O O 0 0 0 0 0 0 O O >- 2 Z m f = W w W w Cn O O O O O W O m O N- O O 't U It W (j O O 00 (D O N� 0 0 0 0 0 O co O N OD V OD 00 1l- N O W \ N 1.,) T O C.Y.) 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W W LL 0) r N V O CO LO (1) M LO 00 CD r I- LO CD 00 N O N O 00 V N co 00 O O O M M O D) U Q Z CO V M O H N O et O N CO N O N O M I� M O O O (D (O M N O O CO N P- O r It O O 7 ~ O I- O r z O V O O N M N (D a1 0 0 0 O N r r r N M r M r Cl) r M r r LL LO (n (D 0 LO (O LO LO l0 (D m cD rl n n LO LO � � LO N (n E) v° O LL 2 C3 N W W Z (O cr M O O O N CO N O N O M I� O O (D O CO O LL c) r- O r O V O (O W N (D D) O O O O O r (n Op O N O r LL H O O r r O O O O O r r r N N N O O O O O O O O O J U Q Q U H W Q 0 Q O 00 r } CD N N 0) O OD N CD (D O N r O co M (D r (!') r N M N r M N O Cl) n r M O N 0 M 0 (D 0 O 0 M O a) O r OD M W Z m m O n 000 O 0°D n O rl co 0 m m r- W 00) rO LO ❑ ° J W O°D 00) 000 (°O _ U ° W L Y Z J o O o o O O O O o O O O O O o 0 o O O O (D cf) O O M D) Cl) N V M O P- M CO Cl) LO M M r- N M r M r O co J= Z (J U N (f) N O O M N r O N M O V r N � N O J W 0 Z CO u) C(7 0 O (O N M u) to M to to to In c0 c0 (O (O (f) (O (O to O ❑ O r d r m Y U a V LL LL J U Q Q U H W Q 0 Q "a") O 00 r r N CD N N 0) O OD N CD (D O N r O co M (D r (!') r N M N r M N O Cl) n r M O N 0 M 0 (D 0 O 0 M O a) O r OD M W m O n 000 O 0°D n O rl co 0 m m r- W 00) rO LO O ° J W O°D 00) 000 (°O _ U d W Q LL I� (D r M O r I� O V N r O Cl) N (O (D cf) M CD M M M D) M co Cl) N V M O P- M CO Cl) LO M M r- N M r M r O co J= Z (J U N (f) N O O M N r O N M O V r N r O r 0 N M C O _ U W ❑ LL a V LL LL W C) O LL m N 0) U) (D O M O N O N M O- N M N N co N O (D W W U O J U Z W W 00 W 00 (P to CO O V O n 00 M M f\ M h Il V 00 O M D) f- 00 r- (f) 00 I- n M (0 co Z = 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 O O O O O 0 0 0 0 o = 0 a Z Q 0 0 0 0 O 0 0 0 0 0 0 0 0 0 O co N w O r- d O) a 2 cr O U) x w H } Cc 0: O U) O m O n 000 O 0°D n O rl co N m m r- W 00) rO LO O ° J W O°D 00) 000 (°O d W a V W W W U N V Q1 M M N O) O (P O CD O V (0 N O N W V O N N� Cl) r W N N M M N 00 O V N (O O Cl) Cl) r- (f) O n M J LL Q r r o = 0 a Z Q 0 0 0 0 O 0 0 0 0 0 0 0 0 0 O O O O O O O co O ` >P LU C Q a ® Co U 1+ Z z Z H Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 N 0 0 O 0 c 0 V O ~ 3 0 .. W W LL 0) r N V O CO LO (1) M LO 00 CD r I- LO CD 00 N O N O 00 V N co 00 O O O M M O D) M 0) O o N W H N J M M V 0 n M M O N O O M N r P- N It O O 7 V7 N CO p, z C O Z — Q M r V O N N r r r N M r M r Cl) r M r r r N L r U of LL 2 C3 N M Lao) N N O r O M V CD CD M V N M I (O CD I� 00 0 0 t M 7 (!7 CO n� N Cl) O U U U U U U 000000000 ❑ 0 0 o 00 W W N M V c0 h 00 N M V t0 W N M (P r N M I (O O n N cc: U U U U U U ❑ ❑ ❑ ❑ ❑ ❑ ❑❑ O 0 0 0 0 0 0 m LU LL w co N w O r- d O) a 2 cr O U) x w H } Cc 0: O U) O O O m O O 0 0 0 0 0 0 0 0 0 O O O O O O O O Ill i H N n I` M O (n r r M O N n M m (D m O h m (o Cl) O O CL Z LL (OD ') ( ) ( ) (00 (� (NO CD (mA LO tlf (MA V V co LO co N (D (0A (� CMD (O M co Cl) Cl) M M M M M M co M M M co Cl) M Cl) M co M M M \I \I \I \I \I w w Ci i LL d O (D w N r r v N (D n N v r N t w CO v r N CD I- v v N co v N CD M N (D 07 N m v I., v 00 I\ (D co �_ N CD M * N V CID OD m O U) v r N v N N (D (D v CD CD N cn w O o o 0 0 r- 0 0 o O r O O O a W (D O M n O m O v V (D O N U1 M (D m o 07 N m CD O N O v O N r N r CO r U) M O Cl) r V CO N (D N r r (!7 0 n co n co co I� O C7 O O W ! o o O v 0 o 0 0 0 0 (n o 0 0 0 (n o 0 0 O 0 o O (n m o 0 W 0 0 O O LL U) 0 00 U) Lo CO U) r U) N Ui m U O O O V N Cn 00 (D M If) O J l~L M CEO" N N N M M Ui CD U1 M Q m '7 (n U7 M I" n U) m (D a O U H W -- m M co co (D CD CO to co (0 (O (A (D U) U) t0 co Co CD (0 (o CD v v 4. Cl) Cl) Cl) M co M M co co M M Co M M M M M M M co Co Cl) M M W U Y (j N V O N O N CO O O (D CO N O 00 O N O U N 00 V (C V N M LU O r- M co U) M LL N M V 77 N (O N M (O M m co N (o V (n r a m I- N W N H O T J U w IZ r O Op U `- 0 � � r0 v a N E N} CL 2 h LU 000 ODD v o M C00 N V m LO) (Of) co m m 0 o N V O C7 UOj N n 0 O r O m Y N m Z 0 � 0 LL_ U LU> ♦- > Z LL OD r n n M CD O ra n Ui Cl) n V Cl) m O 00 O O J a r CD CD J U SQ O w M O— ''' U) 0 0 0 N (A (n CD (n (n U) (n v v v v m LO (D (D (n (f) a CO (D I` M co Qd ZO >� O L m J OM () Cl) co 0o co M m M M Cl) M M M M M M M O r rl co M Cl) co M Cl) M Cl) O M a (!') m (D a N m O O O m O O 0 0 0 0 0 0 0 0 0 O O O O O O O O Ill i H N n I` M O (n r r M O N n M m (D m O h m (o Cl) O O CL Z LL (OD ') ( ) ( ) (00 (� (NO CD (mA LO tlf (MA V V co LO co N (D (0A (� CMD (O M co Cl) Cl) M M M M M M co M M M co Cl) M Cl) M co M M M Z E5 I �2I N- I MI MI I c2 I N- I 'N'T I ""T I NI NI M I r rl rl �2I W �2I !;2I W W u LL 0 I- co co M O co 0 0 0 0 O M Co (f) O 0 0 0 m 0 Ih co J 0000 o 0 0 0 0 0 0 0 o 0 0 O O 0 6 6 6 6 O 0 O O ] cA o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H cn w O o o 0 0 r- 0 0 o O r O O O W W Z W (D O M n O m O v V (D O N U1 M (D m o 07 N m CD O N O v O N r N r CO r U) M O Cl) r V CO N (D N r r (!7 0 n co n co co I� O C7 O O O O O O 0 0 0 0 0 0 0 0 0 O O O O O 0 0 O O O N O m 0 0 W O O O M O 0 0 O O Z U U Cn W i Q O } a < Co Z [b LU Z 0 Z 2 0 U Y (j N V O N O N CO O O (D CO N O 00 O N O V N 00 V (C V N M LU O r- M co U) M LL N M V 77 N (O N M (O M m co N (o V (n r r m I- N W N H O T J U w IZ r O Op U `- 0 � � r0 v a N E N} Q 2 h J N N M M N r N co m N N N N CL 2 O C7 fA O D d m Y U co to cm cm J a m y CD CD M r co m m M N r N M n M V r N M V m m m N N jLL a CD r, I` IA m (I�I M m N n N T 0o U) (17 m CD I� n (n r M O r rl Z E5 I �2I N- I MI MI I c2 I N- I 'N'T I ""T I NI NI M I r rl rl �2I W �2I !;2I W W u LL 0 I- co co M O co 0 0 0 0 O M Co (f) O 0 0 0 m 0 Ih co J 0000 o 0 0 0 0 0 0 0 o 0 0 O O 0 6 6 6 6 O 0 O O ] cA o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cn w O o o 0 0 r- 0 0 o O r O O O O O O O Q LL I` 0 O O a LL Qv U O O N n co n co co I� O O r O r N N N N O (A O n LO M V n m m O r N r O m C0 O O N N r 0 O O O N O m 0 0 0 O O O M O 0 0 O O Z U U Z E5 I �2I N- I MI MI I c2 I N- I 'N'T I ""T I NI NI M I r rl rl �2I W �2I !;2I W W u LL 0 I- co co M O co 0 0 0 0 O M Co (f) O 0 0 0 m 0 Ih co J 0000 o 0 0 0 0 0 0 0 o 0 0 O O 0 6 6 6 6 O 0 O O ] cA o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O Go d D) a O U) x W N } Q O N cn w O o o 0 0 r- 0 0 o O O O O O O O O O Q LL I` 0 O O 0 0 N ° = Q (n U O V O O 0 0 O O O N O m 0 0 0 O O O M O 0 0 O O Z U W i Q a < Co LU Z 0 Z 0 N Z i CC Q U V- co m o co O � co n O Cl) n U) r CO m (C 0 r M O r- M co U) M co 00 w O M r N 7 W t W H N = O Op U `- 0 � � r0 v v M U) h N N N M M N r N co m N N N N CL 2 O C7 fA O co to cm cm m N N O r rl O M a (!') m (D a N m V U) co h w m 0 M V (n O n V N co U U U U U U O 0 0 W W If 11 11 -LI m 0 CL N co v (f) Il- co N M� M (D n m 0) r N M U) (O n 2 N (r 0 0 0 0 00 o c c o m m o o 0 m o m 0 cc m w LL _ W N O Go d D) a O U) x W N } Q O N W XI ,I ,I ,I ,I N Cl) O Q w H N Q N IL z 0 Y U w m LL Cr Cr 0 w O W W Z 0 W m O W W H a 0 CL U m Cr O I 0 CO m O Y I O N� Ln O N O O Ln 0 0 r- LO O to O O Ln Ln LLf O N O LO l O O O O O O O O O O O O O O O O O O O O O O O O 00 O N r U) o 0 Y O O W W � O o Ln M r O Z = } m V H , U-) N Cl) O 0 W w H N Q N O T m N J >- Q U w m D r a m Y10 O Ln O 0 CO m O Y I O N� Ln O N O O Ln 0 0 r- LO O to O O Ln Ln LLf O N O LO l O O O O O O O O O O O O O O O O O O O O O O O O 00 O N r U) o 0 Y O O W W � O o Ln M r H = 7 n O M n O to O N Cl) O m (D O O Co O W� � O d' O aD O M r O O Ln O O I- r W N M M I, n O O O LO O O O r O M m O Co n r M'T r O (D O (D O O t 0 _ m~ F < LL O O M n U W I� O m N r- v O O w N M w m O O M V O O O N a0 O 00 O M M W �% (D OD V F d OJ M O Ln L� O Ln 00 N (D N O N O r N LO Cl) O r '0 t O O r O I, N Cl) M c m t II U L.L m Ln Cr) M M M r- N M V Cl) V OD Co (A (D N N (D r r LO r V M O O N = O O N r O O O O O O O r U) r fl O O O O N LL > O Cl) O O Z I.- CO O O o 0 v O O I, O O O O O O o 0 o O o 0 0 0 Cro O O U o 0 U U 0 0 0 0 0 0 0 0 0 D 0 0 0 O O O O Ln (n W Ln 0 0 0 0 0 0 m 0 Ln Ln Ln O O Ln Ln O O a � L~^L m .._. Ln I, M O O Ln Ln N Co Ln N (D N M N M N M Z to n M 0 O LO 0 O Ln 0 O Ln 0 O Ln 0 O Ln to N (D � N M N Cl) N Cl) (n n Cl) L!') n Cl) N M N Co «') � M L!') r M Q O} m O O O O O O W 0 Z O w N a0 CO O 0 (D M O O M W O N 1- M (D M O O 2 00 M O v r Ln Ln IL LL m� N V Ln N N V N Cl) N Cl fl U') O I- O g n f\ (D O (D n 00 O U O cc O O O O O O O O O O O r O O O O O O O O O O M O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Qm U) LL O O O O O O O O 0 0 0 0 0 0 0 0 0 O O O O O O O O O U M O 0 CO m O Y I O N� Ln O N O O Ln 0 0 r- LO O to O O Ln Ln LLf O N O LO l O O O O O O O O O O O O O O O O O O O O O O O O 00 O N r U) o 0 Y O O W W � O o Ln M r = 7 n O M n O to O N Cl) O m (D O O Co O W� � O d' O aD O M r O O Ln O O I- r W N M M I, n O O O LO O O O r O M m O Co n r M'T r O (D O (D O O m O O U) m~ F < LL O O M n M N U) O O O O O O O O O O O r\ O n^^^ 10 m M m n o O O O O O O O N N 0 O 0 O O O O O W �% O V V U O-0 O U O O O N N 0 0 0 0 0 C, 0 O O L" '0 p a O 0 O O W W c m t II O LO r- r O Co O m O N aD (D r CO O O N M O O N = O O N r O O O O O O O r U) r fl O O O O N O O Cl) O O Z I.- CO O O o 0 v O O I, O O O O O O o 0 o O o 0 0 o Cro O O U o 0 U U 0 0 0 0 0 0 0 0 0 D 0 0 0 O O O O Ln (n Ln 0 0 0 0 0 0 m 0 Ln Ln Ln O O Ln Ln O O a � L~^L m .._. Ln I, M O O Ln Ln N Co Ln N (D N M N M N M Ln n M to n M 0 O LO 0 O Ln 0 O Ln 0 O Ln 0 O Ln to N (D � N M N Cl) N Cl) (n n Cl) L!') n Cl) N M N Co «') � M L!') r M Q O} m O O O O O O W 0 0 0 0 0 0 0 0 0 O � O O O O O O O 2 (11 O O 07 V CD V f- O I- O g O O (D O (O n an O O N M O N N LLJ CJ O O r O O O O O O O O O M M V O O O O O O O O 0 W O O O O O O O O O O O O O O O O O O O O O O O O W M O LOI O O O O O O O O O O O O O O O O O O O O O O O OI O O O O O O O O O O O r O O O O O O O CT O O O Q Z W O r m~ F < LL O O M n M N M n O O O O O O O O O O O r\ O n^^^ 10 m M m n o O O O O O O O N N 0 O 0 O O O O O W �% O V V U O O U O O O N N 0 0 0 0 0 C, 0 O O L" '0 p a O 0 O O W W c m t II U N Cl) Ln I.- CO N M v U7 (D I, M CD r J (n N Cro U U U U U U 0 0 0 0 0 0 0 0 0 D 0 0 0 O O O O Ln (n Ln 0 0 0 0 0 0 0 0 Ln Ln Ln O O Ln Ln O O a � L~^L m .._. 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O O O O O O O O O O O O O O O ya C C LL C C CL a U O N d y n n n n n n n n n n n n n n n n n n O 0 W m o E wwmMV w C7 NM CL W W W W W LL LL (7 N 2 2 C_ r�r� pp Q O j �z � O N n n w w O V O O O O O w O M m O ¢ CL L co C O 0 0 0 0 0 0 O O O O U O O O O O O O O O LL 7 LL LL W v0LL R to 00 00 00 0000 ww coin U mw 00 w Q 000000 w �tlr Z U p = 0 0 0 0 0 0 0 0 0 o W o 0 0 0 0 0 0 0 0 = c z W m LU J E W W U 0 n w w M LO N M w m w N w w 0 N N w N U J w N N 0 � 0 N O O O O O LL 0-0 W = 0 ur°i Z a Q W 0 0 0 0 0 0 O O O O W O O O O J O O O O W �;, S Z U Q E = cm W z m z v V ¢ • U 3 D Z N —>., H W wm O?mv m N N M wN 7 u7 NM7 y F- F N Z W W W W W W LL LL Z Z 0 0 0 (} O ,Zo U E J C — a Fa Y Y Y 1"L Y Y Y Y Y Y Y Y Y Y Y Y Y E 000000 00 00 00 O O 000 0 co r 0000 V O N O w m 0-1 wN 00 0000 W w a �t V Go v -1 IOnconn (D Lo nn mn —a co OD nW n w w co 0r Nn co in L+ 00 n 00 N N O O O O O M O O M O C N O O 0 0 0 0 0 0 O O O O O O O O 000 O (n LLLLLLLL LL LL 00 U- U- LL LL 0 W 000 LL W W W W W W W W W W W W W W W W W W W aaLL 0- Q- a. Q. (L as Q- IL a a LLaa a z �����:� �: �: ��F- F- a� N C_ m 3 a N N n n w w V 7 N n O m m a M m w w 0 X m �oN N.- N O N O O O \I XI \I \ \I m LL O° 0 0 0 0 0 0 O O O O O O O O O O O O 0 _T C V MM ON ton Mm 10 O M n m w N cc N c0 w N M M t0 10 M O N O M V N N M O't co R W m ° O O O O O O O O O O O O O O C O U U Q m a z o y^ Na m (ZD zi U) O W W U m E m 0 M 7 m 4) N Op_ N'D d N m M co M V a> "O d In w z> 0U = W r� W W W W w� LLL z W i. 00 0 U) 22UOw i. W o[ O W W F- LL m° U) U) O a U CL m O ~ (n N N N y� EC w 42 10 T 10 10 12 In �n �n to l0 10 to 10 l0 1n V w C 01 C ca p 0 0 0 0 0 0 O O O O O O O O 0 0 0 O r O° ice' w co M N O O M 00 N N O O m N N N N N o..° 0 °0 °0 °0 0 °0 00 00 °O 0 000 0 U° co o° °° 0 0 0 0 0 0 0 0 U O x woMO wm Mw oo wLO m in non �n o N N� IT a m M M N It Cl) M N M M M M a O ES 0 0 0 0 0 0 O O O O O O O O O O O O 0 m N 0 0 0 0 0 0 O O O O O O O O O O O O CL O } N = O Z m C w 0 0 O 7 O u] �n �n O �n M O N O O N N U M N V N O In N O 00 O W' ll') J U Of y�Z O O o0o O o 0 O O O O O o 0 00 0 QN¢ N -5 2 o 0) a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O r LL r m Y U to M N '� L .e c=j N M M M M M M mm mm mm M M M M M M J O C L C a m m = Moowmw om vu� ." m n owo m 3 w r m m w m y w M O �0 w N N � r w N �n m m F-° ��°. O O O O O O O O O O O O O O O ya C C LL C C CL a U O N d y n n n n n n n n n n n n n n n n n n O 0 W m o E wwmMV w C7 NM CL W W W W W LL LL (7 N 2 2 C_ r�r� pp Q O j �z � O N n n w w O V O O O O O w O M m O ¢ CL L co C O 0 0 0 0 0 0 O O O O U O O O O O O O O O LL 7 LL LL W v0LL R to 00 00 00 0000 ww coin U mw 00 w Q 000000 w �tlr Z U p = 0 0 0 0 0 0 0 0 0 o W o 0 0 0 0 0 0 0 0 = c z W m LU J E W W U 0 n w w M LO N M w m w N w w 0 N N w N U J w N N 0 � 0 N O O O O O LL 0-0 W = 0 ur°i Z a Q W 0 0 0 0 0 0 O O O O W O O O O J O O O O W �;, S Z U Q E = cm W z m z v V ¢ • U 3 D Z N —>., H W wm O?mv m N N M wN 7 u7 NM7 y F- F N Z W W W W W W LL LL Z Z 0 0 0 (} O ,Zo U E J C — a Culvert Design H8 New Garner HS LOCATION Garner, NC DATE 1/22/14 12 -154 BY KAL Culvert No P1 Drainage Area 355 ac Culvert Diameter 18 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 35380 Runoff Coeff 035 HW Control Elev 35300 Discharge 897 cfs Upper Invert 351 00 Lower Invert 35020 Culvert Length 36 ft Culvert Slope 0022222 ft/ft Tailwater Elevation 351 40 Check Inlet Control HW /D = 1 3 (from Chart 1) HW = 1 95 HW Elev = (upper inv) + (HW) = 35295 Check Outlet Control do = 1 20 (from Chart 4) (dc +D) /2 = 1 35 Ke = 05 (from Table 12) H = 082 (from Chart 5) TW = 1 20 h = TW or (dc +D) /2 = 1 35 (whichever greater) HW = h +H = 217 HW Elev = (lower inv) + (HW) = 35237 Results HW Elevation 35295 Flow Condition Inlet Control Freeboard 005 ft CULVERT IS O.K. Outlet Protection Q10= 8 97 cfs Q10 /Qfull = 057 Qfull = 15 68 cfs VNfull = 1 02 Vfull = 8 87 fps V = 909 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAX = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 9 ft s Length 1 Apron Width = 3xDia = 5 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 1 OF 12 H8 New Garner HS LOCATION Garner, NC DATE 1/22/14 12 -154 BY KAL Culvert No P2 Drainage Area 061 ac Culvert Diameter 12 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 36200 Runoff Coeff 063 HW Control Elev 36200 Discharge 277 cfs Upper Invert 36000 Lower Invert 35910 Culvert Length 24 ft Culvert Slope 00375 ft/ft Tailwater Elevation 35990 Check Inlet Control HW /D = 1 14 (from Chart 1) HW= 114 HW Elev = (upper inv) + (HW) = 361 14 Check Outlet Control do = 050 (from Chart 4) (dc +D) /2 = 075 Ke = 05 (from Table 12) H = 041 (from Chart 5) TW = 080 h = TW or (dc +D) /2 = 080 (whichever greater) HW =h +H= 121 HW Elev = (lower inv) + (HW) = 36031 Results HW Elevation 361 14 Flow Condition Inlet Control Freeboard 086 ft CULVERT IS O.K. Outlet Protection Q10 = 2 77 cfs Q10 /Qfull = 040 Qfull = 6 91 cfs V/Vfull = 094 Vfull = 8 80 fps V = 831 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAX = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 6 ft Apron Width = 3xDia = 3 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 2 OF 12 I1-18 New Garner HS NC DATE 1/22/14 12 -154 KAL Culvert No P3 Drainage Area 1 00 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 35350 Runoff Coeff 063 HW Control Elev 35350 Discharge 455 cfs Upper Invert 351 50 Lower Invert 351 00 Culvert Length 22 ft Culvert Slope 0022727 ft/ft Tailwater Elevation 35200 Check Inlet Control HW /D = 1 15 (from Chart 1) HW = 1 44 HW Elev = (upper inv) + (HW) = 35294 Check Outlet Control do = 080 (from Chart 4) (dc +D) /2 = 1 025 Ke = 05 (from Table 12) H = 041 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 03 (whichever greater) HW = h +H = 1 44 HW Elev = (lower inv) + (HW) = 35244 Results HW Elevation 35294 Flow Condition Inlet Control Freeboard 056 ft CULVERT IS O K. Outlet Protection Q10= 4 55 cfs Q10/Qfull = 047 Qfull = 9 75 cfs V/Vfull = 097 Vfull = 7 95 fps V = 7 74 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D5o = 8 in DMAX = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 8 ft Length Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 3 OF 12 IH8 New Garner HS (Garner, NC DATE 1/22/14 12 -154 KAL Culvert No P4 Drainage Area 1 08 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 35000 Runoff Coeff 063 HW Control Elev 35000 Discharge 491 cfs Upper Invert 34800 Lower Invert 34730 Culvert Length 32 ft Culvert Slope 0021875 ft/ft Tailwater Elevation 34830 Check Inlet Control HW /D = HW = HW Elev = (upper inv) + (HW) _ Check Outlet Control do = (dc +D) /2 = Ke = H= TW = h = TW or (dc +D) /2 = HW =h +H= HW Elev = (lower inv) + (HW) _ Results HW Elevation 34953 Flow Condition Inlet Control Freeboard 048 ft Outlet Protection Q10 = 4 91 cfs Qfull = 9 57 cfs Vfull = 7 80 fps From Fig 8 06 b 1 From Fig 8 06 b 2 1 22 1 53 34953 090 1 075 05 053 1 00 1 08 1 60 34890 (from Chart 1) (from Chart 4) (from Table 12) (from Chart 5) (whichever greater) CULVERT IS O.K. 010 / Qfull = 051 V /Vfull = 1 00 V = 780 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 4 OF 12 IH8 New Garner HS (Garner, NC DATE 1/22/14 12 -154 KAL Culvert No P5 Drainage Area 1 19 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 34740 Runoff Coeff 063 HW Control Elev 34740 Discharge 541 cfs Upper Invert 34540 Lower Invert 34490 Culvert Length 26 ft Culvert Slope 0019231 ft/ft Tailwater Elevation 34590 Check Inlet Control HW /D = 1 3 (from Chart 1) HW = 1 63 HW Elev = (upper inv) + (HW) = 34703 Check Outlet Control do = 1 00 (from Chart 4) (dc +D) /2 = 1 125 Ke = 05 (from Table 12) H = 061 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 13 (whichever greater) HW = h +H = 1 73 HW Elev = (lower inv) + (HW) = 34663 Results HW Elevation 34703 Flow Condition Inlet Control Freeboard 038 ft CULVERT IS O.K. Outlet Protection Q10= 541 cfs Qfull = 8 97 cfs Vfull = 7 31 fps From Fig 8 06 b 1 From Fig 8 06 b 2 ''iii4•iiii Q10 /Qfull = 060 V /Vfull = 1 05 V = 7 64 fps Zone = 2 D5o = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 5 OF 12 I1-18 New Garner HS Garner, NC DATE 1/22/14 12 -154 KAL Culvert No P6 Drainage Area 1 25 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 34540 Runoff Coeff 063 HW Control Elev 34540 Discharge 569 cfs Upper Invert 34340 Lower Invert 34280 Culvert Length 30 ft Culvert Slope 002 ft/ft Tailwater Elevation 34380 Check Inlet Control HW /D = 1 33 (from Chart 1) HW = 1 66 HW Elev = (upper inv) + (HW) = 34506 Check Outlet Control do = 1 00 (from Chart 4) (dc +D) /2 = 1 125 Ke = 05 (from Table 12) H = 070 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 13 (whichever greater) HW = h +H = 1 82 HW Elev = (lower inv) + (HW) = 34462 Results HW Elevation 34506 Flow Condition Inlet Control Freeboard 034 ft CULVERT IS O.K. Outlet Protection Q10= 5 69 cfs Q1 o /Qfull = 062 Qfull = 9 15 cfs V/Vfull = 1 05 Vfull = 7 46 fps V = 779 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D5o = 8 in DMAX = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 8 ft Length Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 6 OF 12 H8 New Garner HS LOCATION Garner, NC DATE 1/22/14 12 -154 BY KAL I Culvert No P7 Drainage Area 040 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 36990 Runoff Coeff 04 HW Control Elev 36980 Discharge 1 16 cfs Upper Invert 36785 Lower Invert 36740 Culvert Length 22 ft Culvert Slope 0020455 ft/ft Tailwater Elevation 36840 Check Inlet Control HW /D = 05 (from Chart 1) HW = 063 HW Elev = (upper inv) + (HW) = 36848 Check Outlet Control do = 040 (from Chart 4) (dc +D) /2 = 0 825 Ke = 05 (from Table 12) H = 003 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 00 (whichever greater) HW = h +H = 1 03 HW Elev = (lower inv) + (HW) = 36843 Results HW Elevation 36848 Flow Condition Inlet Control Freeboard 1 32 ft CULVERT IS O.K. Outlet Protection 010= 1 16 cfs Q10 /Qfull = 012 Qfull = 9 25 cfs VNfull = 067 Vfull = 7 54 fps V = 506 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAx = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 7 OF 12 H8 New Garner HS LOCATION Garner. NC DATE 1/22/14 12 -154 KAL Culvert No P8 Drainage Area 040 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 36980 Runoff Coeff 04 HW Control Elev 36980 Discharge 1 16 cfs Upper Invert 36790 Lower Invert 36765 Culvert Length 24 ft Culvert Slope 0010417 ft/ft Tailwater Elevation 36865 Check Inlet Control HW /D = 05 (from Chart 1) HW = 063 HW Elev = (upper inv) + (HW) = 36853 Check Outlet Control do = 040 (from Chart 4) (dc +D) /2 = 0 825 Ke = 05 (from Table 12) H = 003 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 00 (whichever greater) HW = h +H = 1 03 HW Elev = (lower inv) + (HW) = 36868 Results HW Elevation 36868 Flow Condition Outlet Control Freeboard 1 12 ft CULVERT IS O.K. Outlet Protection Q10= 1 16 cfs Q10 /Qfull = 017 Qfull = 6 60 cfs VNfull = 072 Vfull = 5 38 fps V = 387 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAx = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 8 ft Length I Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 8 OF 12 I1-18 New Garner HS er, NC DATE 1/22/14 12 -154 KAL Culvert No P9 Drainage Area 250 ac Culvert Diameter 18 in Design Frequency 10 yrs Culvert Material RCP Time of Conc 500 min Entrance Type PE Intensity 722 in /hr Shoulder Elevation 36290 Runoff Coeff 04 HW Control Elev 36290 Discharge 722 cfs Upper Invert 36080 Lower Invert 36050 Culvert Length 22 ft Culvert Slope 0013636 ft/ft Tailwater Elevation 361 70 Check Inlet Control HW /D = 1 1 (from Chart 1) HW = 1 65 HW Elev = (upper inv) + (HW) = 36245 Check Outlet Control do = 1 00 (from Chart 4) (dc +D) /2 = 1 25 Ke = 05 (from Table 12) H = 048 (from Chart 5) TW = 1 20 h = TW or (dc +D) /2 = 1 25 (whichever greater) HW = h +H = 1 73 HW Elev = (lower inv) + (HW) = 36223 Results HW Elevation 36245 Flow Condition Inlet Control Freeboard 045 ft CULVERT IS O.K. Outlet Protection Q10= 7 22 cfs Q10 /Qfull = 059 Qfull = 12 28 cfs V/Vfull = 1 04 Vfull = 6 95 fps V = 720 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAX = 12 in — Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 9 ft Length Apron Width = 3xDia = 5 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 9 OF 12 I1-18 New Garner HS JGarner, NC DATE 1/22/14 12 -154 KAL /��Zj Culvert No P10 074 Drainage Area 285 ac Culvert Diameter 18 in Design Frequency 10 yrs Culvert Material RCP From Fig 8 06 b 1 Time of Conc 500 min Entrance Type PE D50 = Intensity 722 in /hr Shoulder Elevation 35940 12 Runoff Coeff 04 HW Control Elev 35940 Discharge 823 cfs Upper Invert 35740 3 Apron Length = 9 Lower Invert 35700 Apron Width = 3xDia = 5 ft Culvert Length 36 ft Culvert Slope 0011111 ft/ft Tailwater Elevation 35820 Check Inlet Control HW /D = 1 3 (from Chart 1) HW = 1 95 HW Elev = (upper mv) + (HW) = 35935 Check Outlet Control do = 1 10 (from Chart 4) (dc +D) /2 = 1 3 Ke = 05 (from Table 12) H = 069 (from Chart 5) TW = 1 20 h = TW or (dc +D) /2 = 1 30 (whichever greater) HW = h +H = 1 99 HW Elev = (lower inv) + (HW) = 35899 Results HW Elevation 35935 Flow Condition Inlet Control Freeboard 005 ft CULVERT IS O.K. Outlet Protection 010 = 8 23 cfs 010 / Ofull = 074 Ofull = 11 09 cfs V /Vfull = 1 09 Vfull = 6 28 fps V = 6 84 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAx = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 9 ft Length Apron Width = 3xDia = 5 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 10 OF 12 1-18 New Garner HS LOCATION Garner, NC DATE 1/22/14 12 -154 BY KAL Culvert No P11 Q10 /Qfull = Drainage Area 065 ac Culvert Diameter 15 in Design Frequency 10 yrs Culvert Material RCP V = Time of Conc 500 min Entrance Type PE Zone = Intensity 722 in /hr Shoulder Elevation 36470 D50 = Runoff Coeff 063 HW Control Elev 36470 12 Discharge 296 cfs Upper Invert 36270 B Lower Invert 36205 18 in Culvert Length 28 ft ft Culvert Slope 0023214 ft/ft ft Tailwater Elevation 36305 Check Inlet Control HW /D = 084 (from Chart 1) HW = 1 05 HW Elev = (upper inv) + (HW) = 36375 Check Outlet Control do = 075 (from Chart 4) (dc +D) /2 = 1 Ke = 05 (from Table 12) H = 018 (from Chart 5) TW = 1 00 h = TW or (dc +D) /2 = 1 00 (whichever greater) HW =h +H= 118 HW Elev = (lower inv) + (HW) = 36323 Results HW Elevation 36375 Flow Condition Inlet Control Freeboard 095 ft CULVERT IS O.K. Outlet Protection 010 = 2 96 cfs Q10 /Qfull = 030 Ofull = 9 86 cfs V/Vfull = 087 Vfull = 8 03 fps V = 702 fps From Fig 8 06 b 1 Zone = 2 From Fig 8 06 b 2 D50 = 8 in DMAX = 12 in Riprap Class = B s Apron Thickness = 18 in 3 Apron Length = 8 ft Length Apron Width = 3xDia = 4 ft CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 11 OF 12 New Garner HS lGarner, NC DATE 1/22/14 PROJECT NO 12 -154 BY KAL Culvert No L1 -L2 Drainage Area 41 42 ac Culvert Diameter 48 Design Frequency 50 yrs Culvert Material RCP Entrance Type HDWL Discharge is taken from Shoulder Elevation 33820 BMP routing HW Control Elev 33670 Discharge 80 63 cfs Upper Invert 331 45 Lower Invert 331 15 Culvert Length 64 ft Culvert Slope 0004688 ft/ft Tailwater Elevation 33430 Check Inlet Control HW /D = 1 05 (from Chart 1) HW = 420 HW Elev = (upper inv) + (HW) = 33565 Check Outlet Control do = 270 (from Chart 4) (dc +D) /2 = 335 Ke = 05 (from Table 12) H = 1 13 (from Chart 5) TW = 315 h = TW or (dc +D) /2 = 335 (whichever greater) HW =h +H= 448 HW Elev = (lower inv) + (HW) = 33563 Results HW Elevation 33565 Flow Condition Inlet Control Freeboard 1 05 ft CULVERT IS O.K. Outlet Protection o U a o , rr %r, 'ks DATE w x 1/22/14 PROJECT NAME PROJECT NO H -8 New Garner HS 12 -154 LOCATION BY Garner, NC KAL CHECKED BY Storm Outlet Structure FES No = A19 Pipe Dia= 48 in Q10 = 96 64 cfs QfUll = 160 60 cfs VfUll = 12 80 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Storm Outlet Structure FES No = B11 Pipe Dia= 36 in Q10 = 40 66 cfs QfUll = 63 60 cfs VfUll = 9 00 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Zone D5o DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D5o DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q10 /QfUll = V /VfUll = V= Q10 /QfUll = V /VfUll = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 060 1 05 13 4 fps 5 14 in 23 in 2 36 in 40 ft 12 ft 064 1 06 9 5 fps 3 10 in 17 in = 1 24 in 24 ft 9 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = C6 Pipe Dia= 30 in Q10= 18 35 cfs Qfull = 37 40 cfs Vfull = 7 60 fps From Fig 8 06 b 1 From Fig 8 06 b 2 s 3 Length Storm Outlet Structure FES No = D10 Pipe Dia= 30 in Q10= 31 33 cfs Qfull = 41 00 cfs Vfull = 8 30 fps From Fig 8 06 b 1 From Fig 8 06 b 2 6 - - s Length Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V /Vfull = V= Q10 /QfUll = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 049 099 7 5 fps r 8 in 12 in B 18 in 15 ft 8 ft 076 1 10 9 1 fps 3 10 in 17 in 1 24 in 20 ft 8 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = F3 Pipe Dia= 15 Pipe Dia= 15 in Q10= 1 02 cfs Qfull = 7 20 cfs Vfull = 5 90 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Storm Outlet Structure FES No = G3 Pipe Dia= 15 in Q10= 2 60 cfs Qfull = 3 60 cfs Vfull = 2 90 fps From Fig 8 06 b 1 From Fig 8 06 b 2 i 3 Le,�cth r D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qful1 = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 014 068 4 0 fps 1 4 in 6 in A 12 in 5 ft 4 ft 072 1 08 3 1 fps 1 4 in 6 in A 12 in 5 ft 4 ft 0 PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = H7 Pipe Dia= 24 in Q10= 4 78 cfs Qfull = 18 90 cfs Vfull = 6 00 fps From Fig 8 06 b 1 From Fig 8 06 b 2 s 3 Length Storm Outlet Structure FES No = J2 Pipe Dia= 15 in Q10= 1 90 cfs Qfull = 12 20 cfs Vfull = 9 90 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D5o DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL Q10 /Qfull = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 025 083 5 0 fps E 8 in 12 in B 18 in 12 ft 6 ft 016 072 7 1 fps 04, 8 in 12 in B 18 in 8 ft 4 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = BMP1 DATE Pipe Dia= 36 in Q10= 18 40 cfs 1/22/14 cfs Vfull = 9 20 PROJECT NO From Fig 8 06 b 1 12 -154 8 06 b 2 BY KAL CHECKED BY Storm Outlet Structure FES No = BMP1 Pipe Dia= 36 in Q10= 18 40 cfs Qfull = 65 40 cfs Vfull = 9 20 fps From Fig 8 06 b 1 From Fig 8 06 b 2 LenoLh Storm Outlet Structure FES No = L2 Pipe Dia= 48 in Q10 = 22 14 cfs Qfull = 103 30 cfs Vfull = 8 20 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q10 /Qfull = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 028 085 7 9 fps 3 10 in 17 in 1 24 in 24 ft 9 ft 021 078 6 4 fps i 10 in 17 in 1 24 in 32 ft 12 ft U PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = M2 Pipe Dia= 15 in 010 = 0 73 cfs Qfull = 4 20 cfs Vfull = 3 40 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Storm Outlet Structure FES No = N6 Pipe Dia= 24 in Q10= 21 38 cfs Qfull = 39 70 cfs Vfull = 12 60 fps From Fig 8 06 b 1 From Fig 8 06 b 2 9 1� 3 I mm__ Length Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 017 072 2 4 fps 1 4 in 6 in A 12 in 5 ft 4 ft 054 1 01 12 8 fps 3 10 in 17 in 1 24 in 16 ft 6 ft M PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = BMP 2 Pipe Dia= 15 in Q10 = 2 84 cfs Qfull = 6 60 cfs Vfull = 5 40 fps From Fig 8 06 b 1 From Fig 8 06 b 2 s 3 Length Storm Outlet Structure FES No = BMP 4 Pipe Dia= 15 in 010= 2 45 cfs Qfull = 6 60 cfs Vfull = 5 40 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D5o DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY JPK Q10/Qfull = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 043 096 5 2 fps 1 4 in 6 in A 12 in 5 ft 4 f 037 091 4 9 fps 1 4 in 6 in A 12 in 5 ft 4 ft PROJECT NAME H -8 New Garner HIS LOCATION Garner, NC Storm Outlet Structure FES No = Q2 Pipe Dia= 15 in Q10= 0 97 cfs Qfull = 5 90 cfs Vfull = 4 80 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Storm Outlet Structure FES No = R2 Pipe Dia= 15 in Q10= 0 85 cfs Qfull = 5 90 cfs Vfull = 4 80 fps From Fig 8 06 b 1 From Fig 8 06 b 2 Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V /Vfull = V= Q10 /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 016 072 3 5 fps 1 4 in 6 in A 12 in 5 f 4 ft 014 068 3 3 fps 1 4 in 6 in A 12 in 5 ft 4 ft i UM PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No = S2 Pipe Dia= 15 in Qio= 167 cfs Qfull = 19 60 cfs Vfull = 16 00 fps From Fig 8 06 b 1 From Fig 8 06 b 2 i t 3 Leng,h Zone D5o DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia 1 DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Qio /Qfull = V /Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 009 059 9 4 fps 3 10 in 17 in 1 24 in 10 ft 4 ft