The URL can be used to link to this page

Home My WebLink About20061617 Ver 1_More Info Received_20070727WITHERS RAVENEL ENGINEERS I PLANNERS I SURVEYORS 111 MacKenan Drive CARY, NORTH CAROLINA, 27511 (919) 469-3340 FAX (919) 467-6oo8 To: North Carolina Division of Water Quality 2321 Crabtree Boulevard, Suite 250 Raleigh, North Carolina 276o7 WE ARE SENDING YOU ? Shop Drawings ? Copy of Letter ® Attached ® Prints ? Change order the following items: ? Specifications COPIES DATE NO. DESCRIPTION Revised Phase 1 Stormwater Management Plan s SuDDOrting Calculation and Documents THESE ARE TRANSMITTED as checked below: ® For approval ? Approved as submitted ? For your use ? Approved as noted ? As requested ? Returned for corrections ? For review and comment ? ? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US F" REMARKS: E JUL ? ? Ll?OI De NR - Vlffil FIR tai Ak.1TY COPY TO: File SIGNED: Ken lesrieck, PE ? Resubmit ? Submit ? Return - copies for approval copies for distribution corrected prints li,'El I TER (0) I VRU° INSSUH'II /AIL DATE Jul 27, 2007 JOB NO. 020 0261.0 AnENnON C ndi Karol PHONE# 733-1786 RE: Wendell Falls Subdivision Marck Creek {030402, 27-38, C, NSW} up - I l01 1 ? Under separate cover via _ ? Plans ? Samples ? Diskette ? If enclosures are not as noted, kindly notify us at once. WITHERS' RAVEN EL ENGINEERS I PLANNERS I SURVEYORS July 27, 2007 Ms. Cyndi Karoly North Carolina Division of Water Quality 401 Oversight/Express Review Permitting Unit 2321 Crabtree Boulevard, Suite 250 Raleigh, North Carolina 27604 Re: Additional Information Request Wendell Falls Marks Creek 1030402. 27-38, C, NSW} W&R Project 02050261.04 Dear Ms. Karoly: Attached you will find five (5) copies of the revised Phase 1 addresses your request for additional information. Specifically, revised to include constructed wetlands for SF 1 and SF 2 of accordance with Comment #1. U W I LD I Stormwater Management Plan that we feel the Stormwater Management Plan has been the proposed Wendell Falls Subdivision in For Comments 2 through 5, The BMP worksheet for BMP 3.1 has been revised to correct the temporary pool volume. The worksheet for BMP 3.2 has been revised to indicate the revised surface areas. We reviewed the worksheets for both BMP 3.1 and 3.2 for completeness and initialed submittal. A note has been added to the General Notes that the spacing is 10 foot on centers (o.c.) as well as in accordance with the nursery's recommendation. I hope we have providing sufficient responses for additional information request. If you have any questions, please feel free to contact met at (919) 469-3340 or email at kjesneck@withersravenel.com. Sincerely, WIT RS CNEL, INC. Ken Jesneck, PE Project Manager CC: Mike Jones -Wendell Falls Residential, LLC + ?_ X46 X1,,.1 • E tvsd ??? ?. + 4 1la?? c? iii MacKenan Drive i Cary, North Carolina 27511 1 tel: 919.469.3340 1 fax: 919.467.6oo8 i www.withersravenel.com 7040 Wrightsville Avenue, Suite 1o1 i Wilmington, North Carolina 28403 1 tel : 910.256.9277 1 fax : 910.256.2584 1027 Sabbath Home Road SW i Supply, NC 28462 1 tel: 910-842-9392 1 fax: 910.842.8o19 D l.P - 1 6 1 ^1 WITHERS RAVEN EL PHASE 1 STORMWATER MANAGEMENT REPORT Wendell Falls Subdivision Wendell, North Carolina Prepared For: Wendell Falls Residential, LLC 566o Six Forks Road Suite #202 Raleigh. NC 276o9 Attn: Mike Jones Prepared By: WITHERS & RAVENEL, INC ill MacKenan Drive Cary, North Carolina 27511 May 2007 July 2007 (Revised) W&R Project No. 205261.04 qIZ? • WENDELL FALLS SUBDIVISION • PHASE i STORMWATER MANAGEMENT PLAN • WENDELL, NORTH CAROLINA INTRODUCTION The purpose of this Phase 1 Stormwater Management Report is to document the design of the constructed wetlands for the first phase of the Wendell Falls Subdivision. The primary purpose of • the constructed wetlands is to capture and treat the runoff from the first inch of precipitation. As a • result of the design, a secondary benefit is the attenuation of the post-development stormwater runoff rates for the 1-year, 2-year, 10-year, and 100-year storm events to the pre-development conditions. Nitrogen reduction is currently not required by the Town of Wendell, but will be provided with the constructed wetlands in accordance with requirements of the pending Individual • Permit for this project. low The site is located in Wendell, North Carolina, with the boundary approximated by US 64 Bypass 10? to the west, Poole Road to the south, Martin Pond Road to the east, and Knightdale-Eagle Rock • Road to the north. The overall subdivision has proposed a mixture of 4000 units of single family and multifamily homes. In addition, approximately 250,000 square feet of commercial space is included in the proposed subdivision. The Town of Wendell has approved the Planned Unit Development. This report addresses the portion of the subdivision that exceeds 30% impervious. 481. METHODOLOGY ' The stormwater study was conducted using the natural drainage features as depicted by field surveys. Proposed drainage areas were based on field survey data and proposed development within the drainage areas. The scope of work included the following analyses: Hydrology ? Simulation of the 1-year, 2-year, 10-year, and 100-year rainfall events for the Wendell area ? Formulation of the 1-year, 2-year, 10-year, and 100-year flood hydrographs for the pre- and post-development drainage areas Hydraulic ? Routing the 1-year, 2-year, 10-year, and 100-year flood hydrographs for pre- development runoff from the site. _ ? Routing the 1-year, 2-year, 10-year, and 100-year flood hydrographs for post- development runoff through the proposed wet pond. The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design requires the development of a stage-storage and stage-discharge function for the proposed impoundment. The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to create a routing computer simulation model using Haestad Methods PondPack v10.0 software. This PondPack model was then used to assess the peak water surface elevations for the design rainfall events. The PondPack modeling results are provided as appendices to this report. HYDROLOGY The SCS Method was used to develop runoff hydrographs for the 24-hour duration rainfall curves using the NOAA Atlas 14 rainfall data for Raleigh-Durham International Airport for the 2-year, 10- year, 50-year and 100-year storm events. This method requires three basic parameters: a curve Wendell Falls Subdivision 1 W&R Project 205261.04 Phase 1 Stormwater Management Report May 2007 WENDELL FALLS SUBDIVISION PHASE i STORMWATER MANAGEMENT PLAN WENDELL, NORTH CAROLINA BMP 1.3 DESIGN SUMMARY PROPOSED CONSTRUCTED WETLANDS • Normal Pool = 214.00 • 4' Circular Riser Crest = 215.75 • 1 " diameter drawdown orifice Qa 214.00 • 42" diameter RCP outlet barrel • Top of dam = 218.00 Storm Event Peak Water Surface Elevation Freeboard Qp.k Outflow 1-Year 216.16 1.84 ft 10.5 cfs 2-Year 216.40 1.60 ft 19.2 cfs 10-Year 216.86 1.14 ft 42.0 cfs 100-Year 217.18 0.82 ft 60.7 cfs BMP 2.1 DESIGN SUMMARY PROPOSED CONSTRUCTED WETLANDS • Normal Pool = 222.00 • 4' Circular Riser Crest = 223.72 • 1.5" diameter drawdown orifice @ 222.00 • 30" diameter RCP outlet barrel • Top of dam = 226.00 Storm Event Peak Water Surface Elevation Freeboard Qp.k Outflow 1-Year 224.03 1.97 ft 6.30 cfs 2-Year 224.20 1.80 ft 12.8 cfs 10-Year 224.55 1.45 ft 26.9 cfs 100-Year 224.76 1.24 ft 38.2 cfs Wendell Falls Subdivision 4 W&R Project 205261.04 Phase 1 Stormwater Management Report July 2007 WENDELL FALLS SUBDIVISION PHASE i STORMWATER MANAGEMENT PLAN WENDELL, NORTH CAROLINA BMP 2.2 DESIGN SUMMARY PROPOSED CONSTRUCTED WETLANDS • Normal Pool = 214.00 • 6' x 6' Box Riser Crest = 215.82 • 2" diameter drawdown orifice @ 2146.00 • 54" diameter RCP outlet barrel • Top of dam = 218.50 vent Peak Water Surface Elevation Freeboard Qpeak Outflow ar E 219.59 3.41 ft 1.62 cfs 2-Year 219.70 3.30 ft 3.96 cfs ear 220.71 2.29 ft 52.15 cfs ear 221.90 1.10 ft 93.11 cfs BMP 3.1 DESIGN SUMMARY PROPOSED CONSTRUCTED WETLANDS • Normal Pool = 216.00 • 4' Circular Riser Crest = 217.80 • 3" diameter drawdown orifice @ 216.00 • 36" diameter RCP outlet barrel • Top of dam = 223.00 vent Peak Water Surface Elevation Freeboard Qpeak Outflow ar F 218.34 4.66 ft 15.8 cfs 2-Year 218.69 4.31 ft 33.3 cfs ar 219.55 3.45 ft 75.6 cfs ear 220.66 2.34 ft 84.3 cfs. Wendell Falls Subdivision 5 W&R Project 205261.04 Phase 1 Stormwater Management Report July 2007 WENDELL FALLS SUBDIVISION PHASE i STORMWATER MANAGEMENT PLAN WENDELL, NORTH CAROLINA BMP 3.2 DESIGN SUMMARY PROPOSED CONSTRUCTED WETLANDS • Normal Pool = 232.00 • 4' Circular Riser Crest = 233.75 • 2" diameter drawdown orifice @ 232.00 • 24" diameter RCP outlet barrel • Top of dam = 236.00 vent Peak Water Surface Elevation Freeboard Q".k Outflow ar F 234.03 1.97 ft 6.03 cfs 2-Year 234.20 1.80 ft 12.0 cfs ear 234.60 1.40 ft 26.5 cfs ear 235.21 0.79 ft 29.8 cfs Wendell Falls Subdivision 6 W&R Project 205261.04 Phase 1 Stormwater Management Report July 2007 6 M P 1.1 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 Job File: K:\05\05-260\05261.04\H-H\SF-1\BMP 1.1.PPW Rain Dir: K:\05\05-260\05261.04\H-H\SF-1\ JOB TITLE Project Date: '711812007 Project Engineer: Project Title: BMP 1.1 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Table of Contents i ********************** MASTER SUMNARY k ._,;:-"* ' ********** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) ... ....... 2.01 Watershed....... 2 Executive Summary (Nodes) ... ....... 2.02 Watershed....... 10 Executive Summary (Nodes) ... ....... 2.03 Watershed....... 100 Executive Summary (Nodes) ... ....... 2.04 ********************* TC CALCULATIONS ******* **********+** AREA 1.1........ To Calcs ........................... 3.01 ********************** CN CALCULATIONS *******+*+*********** AREA 1.1........ Runoff CH-Area ..................... 4.01 *******+*******+****+** POND VOLUMES *********************** BMP 1.1......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 Table of Contents Table of Contents (continued) ii kkk-A kk*k*kkkIkI,.%kkk OUTLET STRUCT'URE', kkkkkk kkkkk" "#k Akkk Outlet 1........ Outlet Input Data .................. 6.01 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Table of Contents ii Total Pond Outflow Pond BI,9P 1.1 IN Outflow BMP 1.1 SET POND ROUTING T INK TO 'TOTAL POND OUTPLOi4.. . Outlet ROUTE 10 Outflow Blip 1.1 OUT Jot FES 1.01 OUT SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Master Network Summary Page 1.01 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.1.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: RDU NOAA 14 Des.i `Total Depth Return Event in ------------ 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU NOAA 2yr RDU NOAA l0yr RDU NOAA 100yr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outf_all; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ID Type Event ac-ft Trun ----- AREA ------- 1.1 ----- ---- AREA ------ 2 ---------- .728 AREA 1.1 AREA 10 1.271 AREA 1.1 AREA 100 2.166 AREA 1.1 AREA 1 .582 BMP 1.1 IN POND 2 .728 BMP 1.1 IN POND 10 1.271 BMP 1.1 IN POND 100 2.166 BMP 1.1 IN POND 1 .582 BMP 1.1 OUT POND 2 .709 R BMP 1.1 OUT POND 10 1.250 P. BMP 1.1 OUT POND 100 2.143 R BMP 1.1 OUT POND 1 .563 R Max Qpeak Qpeak Max WSEL Pond Storage hrs cfs ft ac-ft ----- --------- 12.1000 -------- 15.86 -------- ------- 12.1000 24.19 12.1000 33.07 11.9500 10.51 12.1000 15.86 12.1000 24.19 12.1000 33.07 11.9500 10.51 12.2000 10.32 251.93 .247 12.1500 20.31 252.22 .288 12.1500 27.99 252.44 .320 12.0500 6.01 251.79 .227 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\RMP 1.l.ppw Page 1.01 108.0000 .O1 .01 .O1 .O1 .01 108.2500 .01 .01 .01 .01 .01 108.5000 .01 .O1 .O1 .O1 .O1 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP l.L.ppw 105. y`-) 00 1 .()1 . O1 . 01 Ol Page 1.01 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 7..l.ppw Page 1.01 104.0500 .01 .01 104.3000 .O1 O1 Ol .O1 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.1.PPW Segment #1: To: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------- Total Tc: .0833 hrs ------------------------- S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Tc Calcs Name.... AREA 1.1 Page 3.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ User Defined Tc = Value entered by user_ Where: Tc = Time of concentration SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.l.PPW RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Impervious 98 2.250 98.00 Pervvious 70 2.580 70.00 COMPOSITE AREA & WEIGHTED CN ---> 4.830 83.04 (83) ........................................................................... S/N: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 Type.... Vol: Elev-Area Name.... BMP 1.1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.l.ppw Page 5.01 Elevation Planimeter Area Al+A2+sgr(AI*A2) Volume Volume Sum (ft) ------------ (sq.in) (sq.ft) --------------------- (sq.ft) ------------ -- (ac-ft) (ac-ft) 249.83 4166 - - 0 ---------- .000 ------------- .000 250.00 4311 12715 .017 .017 251.00 5215 14268 .109 .126 252.00 6175 17065 .131 .256 253.00 7192 20031 .153 .410 253.50 7120 22363 .086 .495 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP l.l.ppw Page 6.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 249.83 ft Increment = .50 ft Max. Elev.= 253.50 ft * * * + * * * * * * * * * k * * * * * k k * * * * * * * * * * * * * * * * k OUTLET CONNECTIVITY * * * * * * * k * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * k ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Inlet Box RO ---> CO 251.500 253.500 Orifice-Circular 00 ---> CO 249.830 253.500 Culvert-Circular CO ---> TW 246.000 253.500 TW SETUP, DS Channel S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\II-H\SF-1\BMP 1.1.ppw OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box ------------------- # of Openings = ----------------- 1 Invert Elev. = 251.50 ft Orifice Area - 12.5667 sq.ft Orifice Coeff. _ .600 Weir Length = 12.57 ft Weir Coeff. = 2.800 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 249.83 ft Diameter = .0833 ft Orifice Coeff. _ .600 Page 6.02 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type ------------------ = Culvert-Circular ------------------ No. Barrels = 1 Barrel Diameter = 2.0000 ft Upstream Invert = 246.00 ft Dnstream Invert = 244.50 ft Horiz. Length = 72.00 ft Barrel Length = 72.02 ft Barrel Slope = .02083 ft/ft OUTLET CONTROL DATA.. Mannings n = Ke = Kb = Kr = HW Convergence = INLET CONTROL DATA... Equation form = Inlet Control K = Inlet Control M = Inlet Control c = Inlet Control Y = T1 ratio (HW/D) _ T2 ratio (HW/D) _ Slope Factor = .0130 .2000 (forward entrance loss) 012411 (per ft of full flow) .5000 (reverse entrance loss) .001 +/- ft 1 .0018 2.0000 .02920 .7400 1.051 1.197 -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 248.10 ft ---> Flow = 15.55 cfs At T2 Elev = 248.39 ft ---> Flow = 17.77 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maxi mum Iterations= 30 Min. TW tolerance = .01 It Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance .10 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 9:44 AM 7/26/2007 Appendix, A Index of Starting Page Numbers for ID Names ----- A ----- AREA 1.1... 3.01, 4.01 ----- B ----- BMP 1.1... 5.01 ----- 0 ----- Outlet 1... 6.01 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 A-1 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 9:44 AM Withers & Ravenel 7/26/2007 BMP 1.2 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 Job File: K:\05\05-260\05261.04\H-H\SF-1\13MP 1.2.PPW Rain Dir: K:\05\05-260\05261.04\H-H\SF-1\ JOB TITLE -------------------------- Project Date: 7/18/2007 Project Engineer: Project Title: BMP 1.2 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Table of Contents i *********+****k******* MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ***********"*** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Watershed....... 2 Executive Summary (Nodes) .......... 2.02 Watershed....... 10 Executive Summary (Nodes) .......... 2.03 Watershed....... 100 Executive Summary (Nodes) .......... 2.04 *******+************** TC CALCULATIONS ********************* AREA 1.2........ Tc Calcs ........................... 3.01 ***************++***** CN CALCULATIONS *+************+****** AREA 1.2........ Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES ********++******+****** BMP 1.2......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:23 AM Withers & Ravenel 7/27/2007 Table of Contents it ******************** OUTLET STRUCTURES ********************* Outlet 1........ Outlet Input Data .................. 6.01 Individual Outlet Curves ........... 6.04 Composite Rating Curve ............. 6.07 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw MASTER DESIGN STORM SUC,HMARY Network Storm Collection: RDU NOAA 14 Desi Total Depth Rainfall Return Event -- in Type RNF ID ---------- 2 ------ 3.4400 ---------------- Time-Depth Curve --- RDU ------ NOAA ------- 2yr 10 4.9800 Time-Depth Curve RDU NOAA 10yr 100 7.3700 Time-Depth Curve RDU NOAA 100yr 1 3.0000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Metho d (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ID ----------- -- Type Event ac-ft Trun AREA 1.2 ---- ---- AREA ------ 2 ---------- 1.303 AREA 1.2 AREA 10 2.328 AREA 1.2 AREA 100 4.040 AREA 1.2 AREA 1 1.030 BMP 1.2 IN POND 2 1.303 BMP 1.2 IN POND 10 2.328 BMP 1.2 IN POND 100 4.040 BMP 1.2 IN POND 1 1.030 BMP 1.2 OUT POND 2 1.298 BMP 1.2 OUT POND 10 2.323 BMP 1.2 OUT POND 100 4.035 BMP 1.2 OUT POND 1 1.026 Max Qpeak Qpeak Max WSEL Pond Storage hrs - cfs ft ac-ft ------ -- 12.1000 -------- 28.38 -------- ------------ 12.1000 44.59 12.1000 62.25 11.9500 18.62 12.1000 28.38 12.1000 44.59 12.1000 62.25 11.9500 18.62 12.2000 15.18 222.13 .459 12.1500 32.98 222.56 .579 12.2000 42.24 223.00 .709 12.1000 7.73 221.92 .404 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:23 AM Withers & Ravenel 7/27/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Max WSEL Node ID Type Event ac-ft Trun hrs ---- cfs ft -------- -------- ----- *FES -------- 101 ---- ---- JCT ------ 2 ---------- 1.298 ----- 12.2000 15.18 *FES 101 JCT 10 2.323 12.1500 32.98 *FES 101 JCT 100 4.035 12.2000 42.24 *FES 101 JCT 1 1.026 12.1000 7.73 Max Pond Storage ac-ft ------------ S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Storm... TypeII 24hr Tag: 1 Page 2.01 Event: 1 yr NETWORK SUMMARY -- NODES (Tr,=.- HYG Truncaticn: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 1 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Synthetic Storm TypeII 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID ----------- Type ---- ac-ft Trun. hrs cfs ft AREA 1.2 -- ---- AREA ---------- 1.030 -- --------- 11.9500 -------- --------- 18.62 BMP 1.2 IN POND 1.030 11.9500 18.62 BMP 1.2 OUT POND 1.026 12.1000 7.73 221.92 Outfall FES 101 JCT 1.026 12.1000 7.73 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Storm... RDU NOAA 2yr Tag: 2 Page 2.02 Event: 2 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID = Time- Depth Curve RDU NOAA 2yr Storm Frequency = 2 yr Total Rainfall Depth = 3.440 0 in Duration Multiplier = 1 Resulting Duration = 23.99 04 hrs Resulting Start Time = .0000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs ---- - -- cfs ft ------- --------- ----------------- AREA 1.2 ---- AREA ---------- - 1.303 - -- - 12.1000 28.38 BMP 1.2 IN POND 1.303 12.1000 28.38 BMP 1.2 OUT POND 1.298 12.2000 15.18 222.13 Outfall FES 101 JCT 1.298 12.2000 15.18 S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Storm... RDU NOAA 10yr Tag: 10 Page 2.03 Event: 10 yr NETWORK SU"?,MARY -- NODES (Trun.= HYG Truncation: Blank-None; L=L(,-ft; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 10 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 10yr 10 yr 4.9800 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID --------- Type ac-ft Trun. hrs cfs ft -- AREA 1.2 ------ ---- AREA --------- 2.328 - -- --------- 12.1000 -------- --------- 44.59 BMP 1.2 IN POND 2.328 12.1000 44.59 BMP 1.2 OUT POND 2.323 12.1500 32.98 222.56 Outfall FES 101 JCT 2.323 12.1500 32.98 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 • Type.... Executive Summary (Nodes) Page 2.04 • Name.... Watershed Event: 100 yr • File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw • Storm... RDU NOAA 100yr Tag: 100 • NETWORK SUMMARY -- NODES • (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) . DEFAULT Design Storm File,ID - RDU NO AA 14 Desi • • Storm Tag Name = --------------------- 100 ------------------ ----------------------------- • Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr Storm Frequency = 100 yr • Total Rainfall Depth= 7.3700 in Duration Multiplier = 1 . Resulting Duration = 23.9990 hrs • • Node ID Type • - ---------- ------ ---- AREA 1.2 AREA • BMP 1.2 IN POND • BMP 1.2 OUT POND Outfall FES 101 JCT • • • • • • • • • • • • Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs HYG Vol Qpeak Qpeak Max WSEL ac-ft Trun. hrs cfs ft ------- - --------- 4.040 - -- --------- 12.1000 -------- - 62.25 4.040 12.1000 62.25 4.035 12.2000 42.24 223.00 4.035 12.2000 42.24 • SIN: DOYXYWH3NLBE • PondPack (10.00.015.00) • 8:23 AM Withers & Ravenel 7/27/2007 Type.... Tc Calcs Name.... AREA 1.2 File.... K:\05\05-260\05261.09\H-H\SF-1\BMP 1.2.ppw Page 3.01 TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #l: Tc: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------- Total To: .0833 hrs ------------------------- S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... To Calcs Name.... AREA 1.2 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 3.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------- __== User Defined ===------------=-------------------------------------- Tc - Value entered by user Where: Tc = Time of concentration SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:23 AM Withers & Ravenel 7/27/2007 Type.... Runoff CN-Area Name.... AREA 1.2 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 4.01 RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Soil/Surface Description -------------------------------- Impervious Pervvious Impervious Area Adjustment Adjusted CN acres 16C oUC CN ---- --------- ----- ----- ------ 98 3.850 98.00 70 5.560 70.00 COMPOSITE AREA & WEIGHTED CN ---> 9.410 81.46 (81) ........................................................................... ........................................................................... SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Vol: Elev-Area Name.... BMP 1.2 File.... K:\05\05-260\05261.04\H-II\SF-1\BMP 1.2.ppw Page 5.01 Elevation Planimeter_ Area Al+A2+sgr(AI*A2) Volume Volume Sum (ft) ------------ (sq.in) (sq.ft) --------------------- (sq.ft) ---------------- (ac-ft) -------- - (ac-ft) --- 22.0.00 "7243 0 - .000 ---------- .000 221.00 9269 24706 .189 .189 222.00 ----- 11351 30877 .236 .425 223.00 13490 37215 .285 ."110 224.00 15685 43721 .335 1.045 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 6.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 220.00 ft Increment = .50 ft Max. Elev.= 224.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ---- ------- --------- --------- Inlet Box RO ---> CO 221.580 224.000 Orifice-Circular 00 ---> CO 220.000 224.000 Culvert-Circular CO ---> TW 219.000 224.000 TW SETUP, DS Channel SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet I File.... K:\05\05-260\05261.04\H-11\SF-1\BMP 1.2.ppw OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box ------------------ # of Openings ------------------ = 1 Invert Elev. = 221.58 ft Orifice Area = 12.5667 sq.ft Orifice Coeff. _ .600 Weir Length = 12.57 ft Weir Coeff. - 2.800 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID - 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 220.00 ft Diameter = .1250 ft Orifice Coeff. _ .600 Page 6.02 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 6.03 OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type --------------- = Culvert-C ircular -- No. Barrels ------------ = 1 ------- Barrel Diameter = 2.5000 ft Upstream Invert = 219.00 ft Dnstream Invert = 218.00 ft Horiz. Length = 70.00 ft Barrel Length = 70.01 ft Barrel Slope = .01429 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .2000 Kb = .009217 Kr - .5000 HW Convergence - .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equat ion form = 1 Inlet Control K = .0018 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = .7400 T1 ratio (HW/D) _ .000 T2 ratio (HW/D) = 1.200 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 219.00 ft ---> Flow = 27.16 cfs At T2 Elev = 222.00 ft ---> Flow = 31.05 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 • • • • • • • • • • • • • • • i • • • • • • • • • • • Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ---------- ID = RO ----------- (Inlet Box) -------- Upstream --------- ID = (Pond Water Surface) DNstream ID = CO (Culvert-Ci.rcular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft -------- cfs ------- ft - ------- ft -------- ft +/-ft +/ -cfs ft +/-ft 220.00 .00 ... ... ------- ------ -- ... ... ---- ... ---- Free --- ------- Outfall WS below an invert; no flow. 220.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 221.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 221.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 221.58 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 222.00 9.58 222.00 Free 220.50 .000 .000 Free Outfall Weir: H = .42ft 222.50 31.05 222.50 222.06 222.06 .000 .000 Free Outfall FULLY CHARGED RISER: ADJUSTED TO WEIR: H = .92ft 223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall FULLY CHARGED RISER: ADJUSTED TO WEIR: H = 1.42ft 223.50 * 223.50 223.50 223.50 .000 .000 Free Outfall FULLY CHA RGED RISER, DOWNSTREAM CONTRO L: Kev=O. H ev=0.000 224.00 224.00 224.00 224.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. H ev=0.000 Page 6.04 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:23 AM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 6.05 RATING TABLE FOR ONE OUTLET TYPE Structure --------- ID = 00 (Orifice- Circular) - Upstream ---------- ID = ( ------------------ Pond Water Surface) DNstream ID = CO (Culvert- Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft -------- cfs ------- ft - ------- ft -- ft +/-ft +/ -cfs ft +/-ft 220.00 .00 ... ------ ... ------- ... ------ -- ... ---- ... ---- Free --- ------- Outfall WS below an invert; no flow. 220.50 .04 220.50 Free 219.11 .000 .000 Free Outfall H =.44 221.00 .06 221.00 Free 219.11 .000 .000 Free Outfall H =.94 221.50 .07 221.50 Free 219.11 .000 .000 Free Outfall H =1.44 221.58 .07 221.58 Free 219.11 .000 .000 Free Outfall H =1.52 222.00 .07 222.00 220.50 220.50 .000 .000 Free Outfall H =1.50 222.50 .04 222.50 222.06 222.06 .000 .000 Free Outfall H =.44 223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNS TREAM CONT ROLLI NG STRUCTURE 223.50 * 223.50 223.50 223.50 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNS TREAM CONT ROLLI NG STRUCTURE 224.00 * 224.00 224.00 224.00 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNS TREAM CONT ROLLI NG STRUCTURE SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.2.ppw Page 6.06 RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 52.73 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft cfs ft ft ft +/ -ft +/-cfs ft +/-ft ------- -------- 220.00 -------- .00 ------- ... -------- ... ------- -- ... ---- ... ------ ... ------- Free Outfall WS below a n invert; no flow. 220.50 .07 219.11 Free Free .000 .032 Free Outfall CRIT.DEPTH CONTROL Vh= .026ft Dcr= .078ft CRIT.DEPTH Hev= .OOft 221.00 .07 219.11 Free Free .000 .014 Free Outfall CRIT.DEPTH CONTROL Vh= .026ft Dcr= .078ft CRIT.DEPTH Hev= .OOft 221.50 .07 219.11 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .026ft Dcr= .078ft CRIT.DEPTH Hev= .OOft 221.58 .07 219.11 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .026ft Der- .078ft CRIT.DEPTH Hev= .OOft 222.00 9.55 220.50 Free Free .000 .095 Free Outfall RELAXED CO NVERGENCE: HW +/-.013 ft; Q +/-.2503cfs 222.50 31.67 222.06 Free Free .000 .577 Free Outfall CRIT.DEPTH CONTROL Vh= .951ft Dcr= 1.913ft CRIT.DEPTH Hev= .OOft 223.00 42.30 223.00 Free Free .000 17.245 Free Outfall INLET CONT ROL... Submerged: H W =4. 00 223.50 46.92 223.50 Free Free .000 36.888 Free Outfall INLET CONT ROL... Submerged: H W =4. 50 224.00 51.13 224.00 Free Free .000 42.962 Free Outfall INLET CONT ROL... Submerged: H W =5. 00 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:23 AM Withers & Ravenel 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.07 "' COMPOSITE OUTFLOW SUMMARY ' " WS Elev, Total Q Elev. Q ft cfs -------- 220.00 ------- .00 220.50 .07 221.00 .07 221.50 .07 221.58 .07 222.00 9.55 222.50 31.67 223.00 42.30 223.50 46.92 224.00 51.13 Notes ------ -- Converge ------- -- ----- TW El ev Error ft ------ +/-ft -- ----- Contrib ---- utin g Structures Free Outfall ---- (no Q: ---- RO, -- OO ------------ ,CO) Free Outfall OO,CO (no Q: RO) Free Outfall OO,CO (no Q: RO) Free Outfall OO,CO (no Q: PO) Free Outfall O0,C0 (no Q: RO) Free Outfall RO,OO,C O Free Outfall RO,OO,C O Free Outfall RO,CO (no Q: 00) Free Outfall RO,CO (no Q: 00) Free Outfall RO,CO (no Q: 00) SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 Appendix A Index of Starting Page Numbers for ID Names ----- A ----- AREA 1.2... 3.01, 4.01 ----- B BMP 1.2... 5.01 ----- O ----- Outlet 1... 6.01, 6.04, 6.07 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 A-1 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:23 AM 7/27/2007 B M P 1.3 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase 1Stormwater Management Report May 2007 Job File: K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.PPW Rain Dir: K:\05\05-260\05261.04\H-H\SF-1\ JOB TITLE -------------------------- Project Date: 7/18/2007 Project Engineer: Ken Jesneck Project Title: BMP 1.3 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Table of contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Watershed....... 2 Executive Summary (Nodes) .......... 2.02 Watershed....... 10 Executive Summary (Nodes) .......... 2.03 Watershed....... 100 Executive Summary (Nodes) .......... 2.04 ********************** TC CALCULATIONS ********************* AREA 1.3........ Tc Calcs 3.01 ********************** CN CALCULATIONS ********************* AREA 1.3........ Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES *********************** BMP 1.3......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Table of Contents ii ******************** OUTLET STRUCTURES ********************* Outlet 1........ Outlet Input Data .................. 6.01 Individual Outlet Curves ........... 6.05 Composite Rating Curve ............. 6.09 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\13MP 1.3.ppw Page 1.01 MASTER DESIGN STORM SUPIMARY Network Storm Collection: RDU NOAA 14 Desi Total Depth Return Event -- in ---------- 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU NOAA 2yr RDU NOAA l0yr RDU NOAA 100yr TypeIl 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ID ---------- Type Event ac-ft Trun - AREA 1.3 ------ ---- AREA ------ 2 ---------- 1.527 AREA 1.3 AREA 10 2.730 AREA 1.3 AREA 100 4.739 AREA 1.3 AREA 1 1.208 BMP 1.3 IN POND 2 1.527 BMP 1.3 IN POND 10 2.730 BMP 1.3 IN POND 100 4.739 BMP 1.3 IN POND 1 1.208 BMP 1.3 OUT POND 2 1.363 R BMP 1.3 OUT POND 10 2.562 R BMP 1.3 OUT POND 100 4.567 R BMP 1.3 OUT POND 1 1.045 R Max Qpeak Qpeak Max WSEL Pond Storage hrs ------- cfs ft ac-ft -- 12.1000 -------- 33.11 -------- ------------ 12.1000 52.04 12.1000 72.84 11.9500 21.85 12.1000 33.11 12.1000 52.04 12.1000 72.84 11.9500 21.85 12.2000 19.23 216.40 .526 12.1500 42.01 216.86 .646 12.1500 60.70 217.18 .732 12.0500 10.52 216.16 .467 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Max WSEL Node ID Type Event ac-ft Trun hrs cfs ft *FES 301 JCT 2 1.363 R 12.2000 19.23 *FES 301 JCT 10 2.562 R 12.1500 42.01 *FES 301 JCT 100 4.567 R 12.1500 60.70 *FES 301 JCT 1 1.045 R 12.0500 10.52 Max Pond Storage ac-ft ------------ S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Storm... TypeII 24hr Tag: 1 Page 2.01 Event: 1 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left t Rt) DEFAULT Design Storm File,ID = RDU NOAH 14 Desi Storm Tag Name = 1 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Synthetic Storm TypeII 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID ----------- Type ---- ac-ft Trun. hrs cfs ft AREA 1.3 -- ---- AREA --------- 1.208 - -- --------- 11.9500 -------- --------- 21.85 BMP 1.3 IN POND 1.208 11.9500 21.85 BMP 1.3 OUT POND 1.045 P. 12.0500 10.52 216.16 Outfall FES 301 JCT 1.045 R 12.0500 10.52 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 0 0 • • 0 0 • • • • • i • • • 0 0 0 • 0 0 0 0 0 0 0 0 • 0 • • • 0 • 0 0 0 • 0 0 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\11-H\SF-1\BMP 1.3.ppw Storm... RDU NOAA 2yr Tag: 2 Page 2.02 Event: 2 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 2yr 2 yr 3.4400 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------- --------- ------------ AREA 1.3 ----- ---- AREA --------- 1.527 - -- --------- 12.1000 - 33.11 BMP 1.3 IN POND 1.527 12.1000 33.11 BMP 1.3 OUT POND 1.363 R 12.2000 19.23 216.40 Outfall FES 301 JCT 1.363 R 12.2000 19.23 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-1\13MP 1.3.ppw Storm... RDU NOAA 10yr Tag: 10 Page 2.03 Event: 10 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR-Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name - 10 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 10yr 10 yr 4.9800 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs Node ID Type AREA 1.3 AREA BMP 1.3 IN POND BMP 1.3 OUT POND Outfall FES 301 JCT HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs ---------- 2.730 -- --------- 12.1000 -------- 52.04 2.730 12.1000 52.04 2.562 R 12.1500 42.01 2.562 R 12.1500 42.01 Max WSEL ft 216.86 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 0 0 • 0 0 • • • • s 0 • • • 0 • • 0 • 0 0 0 i 0 0 • s • • • • • • • • • • f s • • 0 0 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-11\SF-1\BMP 1.3.ppw Storm... RDU NOAA 100yr Tag: 100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 100 Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr Storm Frequency = 100 yr Total Rainfall Depth = 7.3700 in Duration Multiplier = 1 Resulting Duration = 23.9990 hrs Resulting Start Time = .0000 h rs Step= .0833 hrs End= 23.9990 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Tr un. hrs cfs ft ----- --------- ----------------- AREA 1.3 ---- -- AREA -------- - 4.739 - --------- 12.1000 --- 72.84 BMP 1.3 IN POND 4.739 12.1000 72.84 BMP 1.3 OUT POND 4.567 R 12.1500 60.70 217.18 Outfall FES 301 JOT 4.567 R 12.1500 60.70 Page 2.04 Event: 100 yr SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Tc Calcs Name.... AREA 1.3 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 3.01 ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ Segment #1: To: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .0833 hrs Calculated Tc < Min.Tc: Use Minimum To... Use Tc = .0833 hrs ------------------------- ------------------------- S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Tc Calcs Name.... AREA 1.3 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 3.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ -----=-------------------------------------------- ==== User Defined ===------ Tc = Value entered by user Where: Tc = Time of concentration SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Runoff CN-Area Name.... AREA 1.3 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 4.01 RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Soil/Surface Description -------------------------------- Impervious Pervious Impervious Area Adjustment Adjusted CN acres %C oUC CN ---- --------- ----- ----- ------ 98 4.310 98.00 70 6.730 70.00 COMPOSITE AREA & WEIGHTED CN ---> 11.040 80.93 (81) ........................................................................... ........................................................................... SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Vol: Elev-Area Name.... BMP 1.3 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 5.01 Elevation Planimeter Area A1+A2+sgr(A1*A2) Volume Volume Sum (ft) - (sq.in) (sq.ft) --------------------- (sq.ft) ---------------- (ac-ft) ---------- (ac-ft) ------------- ----------- 214.00 8132 0 .000 .000 215.00 ----- 9292 26117 .200 .200 216.00 10509 29683 .227 .427 217.00 11781 33417 .256 .683 218.00 13111 37320 .286 .968 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.._. K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 214.00 ft Increment = .50 ft Max. Elev.= 218.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure ----------------- No. --- Outfall El, ft E2, ft Inlet Box - RO ------- ---> CO --------- 215.750 --------- 218.000 Orifice-Circular 00 ---> CO 214.000 218.000 Culvert-Circular CO ---> TW 212.500 218.000 Weir-Rectangular WO ---> TW 217.000 218.000 TW SETUP, DS Channel SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.02 OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box ------------------- # of Openings = ----------------- 1 Invert Elev. = 215.75 ft Orifice Area = 12.5667 sq.ft Orifice Coeff. _ .600 Weir Length = 12.57 ft Weir Coeff. = 2.800 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 214.00 ft Diameter = .0833 ft Orifice Coeff. _ .600 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.03 OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type -------- - = Culvert-Ci rcular - -------- No. Barrels ------------ = 1 ------ Barrel Diameter = 3.5000 ft Upstream Invert = 212.50 ft Dnstream Invert = 212.00 ft Horiz. Length = 82.00 ft Barrel Length = 82.00 ft Barrel Slope = .00610 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 Kb = .005885 Kr = .5000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equati on form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 TI ratio (HW/D) = 1.157 T2 ratio (HW/D) = 1.304 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at TI & T2... At T1 Elev = 216.55 ft ---> Flow = 63.00 cfs At T2 Elev = 217.06 ft ---> Flow = 72.00 cfs S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.04 OUTLET STRUCTURE INPUT DATA Structure ID = WO Structure Type = Weir-Rectangular --------- ----------------- # of Openings ---------- = 1 Crest Elev. = 217.00 ft Weir Length = 10.00 ft Weir Coeff. _ .600000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maxi mum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance - .00 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.05 RATING TABLE FOR ONE OUTLET TYPE Structure ---------- ID = RO ( ----------- Inlet Box) ----------------- Upstream ID = (Pond Wate r Surface) DNstream ID = CO ( Culvert- Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft -------- cfs ------- ft - ------- ft ft +/-ft +/ -cfs ft +/-ft 214.00 .00 ... -------- ... ------- ... ------ -- ... ---- ... ----- Free -- ------- Outfall WS below an invert; no flow. 214.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 215.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 215.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 215.75 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 216.00 4.40 216.00 Free 213.46 .000 .000 Free Outfall Weir: H = .25ft 216.50 22.85 216.50 Free 214.80 .000 .000 Free Outfall Weir: H = .75ft 217.00 49.17 217.00 216.10 216.10 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTE D TO WEIR: H = 1.25ft 217.50 80.01 217.50 217.50 217.50 .000 .000 Free Outfall FULLY CHA RGED RISER: Orifice Equation Cont rol to Crest; H=1.75 218.00 90.73 218.00 218.00 218.00 .000 .000 Free Outfall FULLY CHA RGED RISER: Orifice Equation Cont rol to Crest; H=2.25 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • Type.... Individual Outlet Curves Page 6.06 Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw RATING TABLE FOR OEE OUTLET TYPE Structure ID = 00 (Orifice-Circular) -------------- --- Ups --------- tream ID -------- = ( ---- Pond Wate r Surface) DNs tream ID = CO (Culvert- Circular) Pond WS. Device (into) C onverge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft cfs ft ft ft ---- - +/-ft +/ ------ -- -cfs ---- ft ---- +/-ft --- ------- -------- 214.00 ------- .00 - ------- - ... ------- ... - - ... ... ... Free Outfall WS below an invert; no flow. 214.50 .02 214.50 Free 212.56 .000 .000 Free Outfall H =.46 215.00 .03 215.00 Free 212.57 .000 .000 Free Outfall H =.96 215.50 .03 215.50 Free 212.58 .000 .000 Free Outfall H =1.46 215.75 .03 215.75 Free 212.58 .000 .000 Free Outfall H =1.71 216.00 .04 216.00 Free 213.46 .000 .000 Free Outfall H =1.96 216.50 .03 216.50 214.80 214.80 .000 .000 Free Outfall H =1.70 217.00 .02 217.00 216.10 216.10 .000 .000 Free Outfall H =.90 217.50 .00 217.50 217.50 217.50 .000 .000 Free Outfall H =.00 218.00 .00 218.00 218.00 218.00 .000 .000 Free Outfall H =.00 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.07 RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 84.51 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft -------- cfs ----- - ft - ------ ft ft +/ -ft +/-cfs ft +/-ft 214.00 .00 - -------- ... ------- -- ... ---- ... ------ ... ------- ------- Free Outfall WS below a n invert; no flow. 214.50 .02 212.56 Free Free .000 .000 Free Outfall BACKWATER CONTROL.. Vh= .Ollft hwDi = .042ft Lbw = 82.Oft Hev= .OOft 215.00 .03 212.57 Free Free .000 .001 Free Outfall BACKWATER CONTROL.. Vh= .015ft hwDi = .050ft Lbw = 82.Oft Hev= .OOft 215.50 .03 212.58 Free Free .000 .000 Free Outfall BACKWATER CONTROL.. Vh= .016ft hwDi = .054ft Lbw = 82.Oft Hev= .OOft 215.75 .03 212.58 Free Free .000 .000 Free Outfall BACKWATER CONTROL.. Vh= .016ft hwDi = .057ft Lbw = 82.0ft Hev= .OOft 216.00 4.44 213.46 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .219ft Dcr= .631ft CRIT.DEPTH Hev= _OOft 216.50 22.89 214.80 Free Free .000 .005 Free Outfall CRIT.DEPTH CONTROL Vh= .555ft Dcr= 1.469ft CRIT.DEPTH Hev= .OOft 217.00 49.19 216.10 Free Free .000 .009 Free Outfall CRIT.DEPTH CONTROL Vh= .936ft Dcr= 2.191ft CRI T.DEPTH Hev= .OOft 217.50 78.73 217.50 Free Free .000 1.287 Free Outfall INLET CONT ROL... S ubmerged: HW =5. 00 218.00 85.81 218.00 Free Free .000 4.919 Free Outfall INLET CONT ROL... S ubmerged: HW =5. 50 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-1\BMP 1.3.ppw Page 6.08 RATING TABLE FOR ONE OUTLET TYPE Structure ID = WO (Weir-Rectangular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes ------------------ --------- WS Elev. ------- Q --------------- - TW Elev Converge -- ----- ft cfs ft +/-ft Computation Messages ----- ------------------- -------- 214.00 ------- .00 -------- ----- - Free Outfall - WS below an invert; no flow. 214.50 .00 Free Outfall WS below an invert; no flow. 215.00 .00 Free Outfall WS below an invert; no flow. 215.50 .00 Free Outfall WS below an invert; no flow. 215.75 .00 Free Outfall WS below an invert; no flow. 216.00 .00 Free Outfall WS below an invert; no flow. 216.50 .00 Free Outfall WS below an invert; no flow. 217.00 .00 Free Outfall WS below an invert; no flow. 217.50 2.12 Free Outfall H= .50; Htw=.00; Qfree= 2.12; 218.00 6.00 Free Outfall H= 1.00; Htw=.00; Qfree =6.00; SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.09 '" COMPOSITE OUTFLOitiJ SUMMARY *"k WS Elev, Total Q Elev. Q ft - cfs ------- 214.00 ------- .00 214.50 .02 215.00 .03 215.50 .03 215.75 .03 216.00 4.44 216.50 22.89 217.00 49.19 217.50 80.85 218.00 91.81 Notes Converge ------------- ------------ TW El ev Error ft ------ +/-ft -- ----- Contributing ----- Structures Free Outfall --------- (no Q: R0,O0 ------------ ,C0,W0) Free Outfall OO,CO (no Q: RO,WO) Free Outfall OO,CO (no Q: RO,WO) Free Outfall OO,CO (no Q: RO,WO) Free Outfall OO,CO (no Q: RO,WO) Free Outfall RO,OO,CO (no Q: WO) Free Outfall RO,OO,CO (no Q: WO) Free Outfall RO,00,CO (no Q: WO) Free Outfall RO,OO,CO,WO Free Outfall RO,OO,CO,WO SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 8:50 AM 7/27/2007 Appendix A Index of Starting Page Numbers for ID Names A-1 ----- A ----- AREA 1.3... 3.01, 4.01 ----- B ----- BMP 1.3... 5.01 ----- 0 ----- Outlet 1... 6.01, 6.05, 6.09 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 8:50 AM Withers & Ravenel 7/27/2007 BMP 2.1 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 Table of Contents i ********************** MASTER SUMIIIARY ***************k****** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Network Calcs Sequ ence ............. 2.02 Watershed....... 2 Executive Summary (Nodes) .......... 2.04 Watershed....... 10 Executive Summary (Nodes) .......... 2.05 Watershed....... 100 Executive Summary (Nodes) .......... 2.06 ********************** TC CALCULATIONS ********************* AREA 2.1........ To Calcs ........................... 3.01 ********************** CN CALCULATIONS ********************* AREA 2.1........ Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES *********************** POND 10......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Table of Contents ii ******************** OUTLET STRUCTURES ********************* Outlet 1........ Outlet Input Data .................. 6.01 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\13MP2-1.ppw Page 1.01 MASTER DESIGN STORM SUMMARY Network Storm Collection: RDU NOAA 14 Desi Total Depth Return Event --------- in --- 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU NOAA 2yr RDU NOAA l0yr RDU NOAA 100yr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ----- ID ------ --- Type Event ac-ft Trun AREA 2.1 --- ---- AREA ------ 2 ---------- .952 AREA 2.1 AREA 10 1.682 AREA 2.1 AREA 100 2.892 AREA 2.1 AREA 1 .757 *OUT 10 JCT 2 .946 *OUT 10 JCT 10 1.675 *OUT 10 JCT 100 2.884 *OUT 10 JCT 1 .751 POND 10 IN POND 2 .952 POND 10 IN POND 10 1.682 POND 10 IN POND 100 2.892 POND 10 IN POND 1 .757 Max Qpeak Qpeak Max WSEL Pond Storage hrs --------- cfs ft ac-ft 12.1000 -------- -------- ------------ 20.75 12.1000 32.12 12.1000 44.37 11.9500 13.69 12.2000 12.85 12.1500 26.93 12.1500 38.20 12.1000 6.30 12.1000 20.75 12.1000 32.12 12.1000 44.37 11.9500 13.69 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:39 PM Withers & Ravenel 7/24/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw MASTER NETWORK SUMMP_RY SCS Unit Hydrograph Method ('Node=Outfall; +Node-Diversion;) (Trun= HYG Truncation: Blank-None; L=Left; R-Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ---- ac-ft ------------ ------ POND ----- 10 ------ OUT ---- POND ------ 2 ---------- .946 --------- 12.2000 -------- 12.85 ---- 224.20 .330 POND 10 OUT POND 10 1.675 12.1500 26.93 224.55 .392 POND 10 OUT POND 100 2.884 12.1500 38.20 224.76 .432 POND 10 OUT POND 1 .751 12.1000 6.30 224.03 .300 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:39 PM Withers & Ravenel 7/24/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-1.ppw Storm... TypeII 24hr Tag: 1 Page 2.01 Event: 1 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: 131ank=None; L=Lft; R=Rt; LR=Left " Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name - 1 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Synthetic Storm TypeII 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs Node ID Type AREA 2.1 AREA Outfall OUT 10 JCT POND 10 IN POND POND 10 OUT POND HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs --------- .757 - -- --------- 11.9500 -------- 13.69 .751 12.1000 6.30 .757 11.9500 13.69 .751 12.1000 6.30 Max WSEL ft 224.03 S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Network Calcs Sequence Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-1.ppw Storm... TypeII 24hr Tag: 1 Page 2.02 Event: 1 yr NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH AREA 2.1 Subarea AREA 2.1 Add Hyd AREA 2.1 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Network Calcs Sequence Page 2.03 Name.... Watershed Event: 1 yr File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Storm... TypeII 24hr Tag: 1 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd ADDLINK 10 Subarea AREA 2.1 Pond POND 10 IN POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond POND 10 IN Outflow POND 10 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet ROUTE 20 Outflow POND 10 OUT Jct OUT 10 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:39 PM Withers & Ravenel 7/24/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Storm... RDU NOAA 2yr Tag: 2 Page 2.04 Event: 2 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; 1,R=Left & Pt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 2yr 2 yr 3.4400 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs ------ cfs ft -------- --------- ----- AREA ------- 2.1 ----- ---- AREA ---------- .952 -- --- 12.1000 20.75 Outfall OUT 10 JCT .946 12.2000 12.85 POND 10 IN POND .952 12.1000 20.75 POND 10 OUT POND .946 12.2000 12.85 224.20 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Storm... RDU NOAA 10yr Tag: 10 Page 2.05 Event: 10 yr NETWORK SUMMARY -- NUDES (T run.- HYG Truncation: Blank=None; L-L(1ft; R-Rt; LR=Left & Rt) DEFAULT Design Storm File,TD = RDU NOAA 14 Desi Storm Tag Name = 10 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 10yr 10 yr 4.9800 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs Node ID Type AREA 2.1 AREA Outfall OUT 10 JCT POND 10 IN POND POND 10 OUT POND HYG Vol Qpeak Qpeak ac-ft ---- Trun. hrs cfs ------ 1.682 -- --------- 12.1000 -------- 32.12 1.675 12.1500 26.93 1.682 12.1000 32.12 1.675 12.1500 26.93 Max WSEL ft 224.55 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 0 • Type.... Executive Summary (Nodes) Page 2.06 • Name.... Watershed Event: 100 yr • File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-1.ppw • Storm... RDU NOAA 100yr Tag: 100 • NETWORK SU MMARY -- NODES • (Trun.= HYG Truncation: Blank- None; L=Left; R=Rt; LR=Left & Rt) • DEFAULT Design Storm File,ID = RDU NOAA 14 Desi • • Storm Tag Name = 100 • Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr Storm Frequency = 100 yr • Total Rainfall Depth= 7.3700 in Duration Multiplier = 1 • Resulting Duration = 23.9990 hrs IF • HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft • -------------- --- ---- -------- AREA 2.1 AREA 2.892 12.1000 44.37 Outfall OUT 10 JCT 2.884 12.1500 Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs 38.20 • POND 10 IN POND 2.892 12.1000 44.37 POND 10 OUT POND 2.884 12.1500 38.20 224.76 • • • • • • • • • • SIN: DOYXYWH3NLBE Withers & Ravenel • PondPack (10.00.015.00) 1:39 PM 7/24/2007 0 Type.... To Calcs Name.... AREA 2.1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-1.ppw Page 3.01 ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment 41: Tc: User Defined Segment 41 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------- Total Tc: .0833 hrs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Tc Calcs Name.... AREA 2.1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Page 3.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ---------------- Tc = Value entered by user Where: To = Time of concentration SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Runoff CN-Area Name.... AREA 2.1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Page 4.01 RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres °C oUC CN -------------------------------- ---- --------- ----- ----- ------ Impervious Surfaces 98 2.970 98.00 Fully Developed Urban Areas (Veg Es 68 3.620 68.00 COMPOSITE AREA & WEIGHTED CN ---> 6.590 81.52 (82) SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:39 PM Withers & Ravenel 7/24/2007 Type.... Vol: Elev-Area Name.... POND 10 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Page 5.01 Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) ---- (sq.in) (sq.ft) --------------------- (sq.ft) ---------------- (ac-ft) ---------- (ac-ft) ------------- -------- 222.00 5468 0 .000 .000 223.00 6421 17814 .136 .136 224.00 7431 20760 .159 .295 225.00 8497 23874 .183 .478 226.00 9620 27158 .208 .686 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Page 6.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 222.00 ft Increment = .50 ft Max. Elev.- 226.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Inlet Box RO ---> CO 223.720 226.000 Orifice-Circular 00 ---> CO 222.000 226.000 Culvert-Circular CO ---> TW 219.000 226.000 TW SETUP, DS Channel S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-l.ppw Page 6.02 OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box -------------- - ------------------- # of Openings = -- 1 Invert Elev. = 223.72 ft Orifice Area = 12.5660 sq.ft Orifice Coeff. _ .600 Weir Length = 12.57 ft Weir Coeff. = 2.800 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 222.00 ft Diameter = .1250 ft Orifice Coeff. _ .600 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type ------------------ = Culvert-Circular -- No. Barrels ---------- = 1 ------ Barrel Diameter = 2.5000 ft Upstream Invert = 219.00 ft Dnstream Invert = 218.00 ft Horiz. Length = 80.00 ft Barrel Length = 80.01 ft Barrel Slope = .01250 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 Kb = .009217 Kr -_ .5000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equat ion form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 Tl ratio (HW/D) _ .000 T2 ratio (HW/D) = 1.301 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below TI elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 219.00 ft ---> Flow = 27.16 cfs At T2 Elev = 222.25 ft ---> Flow = 31.05 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maxi mum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 Appendix A Index of Starting Page Numbers for ID Names A-1 ----- A ----- AREA 2.1... 3.01, 4.01 ----- O ----- Outlet 1... 6.01 ----- P ----- POND 10... 5.01 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.04, 2.05, 2.06 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:39 PM 7/24/2007 BMP 2.2 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase 1Stormwater Management Report May 2007 Job File: K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.PPW Rain Dir: K:\05\05-260\05261.04\H-H\SF-2\ JOB TITLE -------------- Project Date: 7/18/2007 Project Engineer: Ken Jesneck Project Title: BMP 2.2 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Table of Contents i ********************** MASTER SUMMARY **************<******* Watershed....... Master Network Summary .. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Watershed....... 2 Executive Summary (Nodes) .......... 2.02 Watershed....... 10 Executive Summary (Nodes) .......... 2.03 Watershed....... 100 Executive Summary (Nodes) .......... 2.04 ********************** TC CALCULATIONS ********************* SF 2 AREA 2..... To Calcs ........................... 3.01 ********************** CN CALCULATIONS ********************* SF 2 AREA 2..... Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES *********************** BMP 2.2......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Table of Contents it ******** *******k*+* OUTLET STRUCTURES *****-k**************k Outlet 1........ Outlet Input Data .................. 6.01 Individual Outlet Curves ........... 6.04 Composite Rating Curve 6.07 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Master Network Summary Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Page 1.01 uASTER DE3iG? S1ORi SliAii•lAR'i Network Storm Collection: RDU NOAH 14 Desi Total Depth Return Event - in ----------- 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU NOAA 2yr RDU NOAA 10yr RDU NOAA 100yr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ----- ID ------ -- Type Event ac-ft Trun BMP 2.2 ---- IN ---- POND ------ 2 ---------- 3.381 BMP 2.2 IN POND 10 6.358 BMP 2.2 IN POND 100 11.464 BMP 2.2 IN POND 1 2.612 BMP 2.2 OUT POND 2 3.249 R BMP 2.2 OUT POND 10 6.217 R BMP 2.2 OUT POND 100 11.318 R BMP 2.2 OUT POND 1 2.482 R *OUT 10 JCT 2 3.249 R *OUT 10 JCT 10 6.217 R *OUT 10 JCT 100 11.318 R *OUT 10 JCT 1 2.482 R Max Qpeak Qpeak Max WSEL Pond Storage hrs --------- ofs ft ac-ft 12.1000 -------- 72.65 -------- ------------ 12.1000 121.91 12.1000 178.62 11.9500 46.86 12.2500 37.37 216.49 1.119 12.1500 98.52 217.10 1.429 12.1500 148.45 217.53 1.656 12.1000 18.18 216.20 .974 12.2500 37.37 1.2.1500 98.52 12.1500 148.45 12.1000 18.18 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 3:23 PM Withers & Ravenel 7/26/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Max WSEL Node ID Type Event ac-ft Trun hrs cfs ft --- -------- ------ SF 2 ----- AREA ---- 2 -- ---- AREA ------ 2 ---------- 3.381 --------- 12.1000 ----- 72.65 SF 2 AREA 2 AREA 10 6.358 12.1000 121.91 SF 2 AREA 2 AREA 100 11.464 12.1000 178.62 SF 2 AREA 2 AREA 1 2.61.2 11.9500 46.86 Max Pond Storage ac-ft ------------ S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BbIP2-2.ppw Storm... TypeII 24hr Tag: 1 Page 2.01 Event: 1 yr NETWOR7 SU111fARY -- "ODES (Trun.= HYG Truncation: plank=None; L=Left; R-Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name - 1 Data Type, File, ID = Storm Frequency Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= Synthetic Storm Type II 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs Node ID Type BMP 2.2 IN POND BMP 2.2 OUT POND Outfall OUT 10 JCT SF 2 AREA 2 AREA HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs ---------- 2.612 -- --------- 11.9500 -------- 46.86 2.482 R 12.1000 18.18 2.482 R 12.1000 18.18 2.612 11.9500 46.86 Max WSEL ft 216.20 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 • • • • • • • • • • • • • • • • • • • • • • • Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Storm... RDU NOAA 2yr Tag: 2 Page 2.02 Event: 2 yr NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR-Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID = Time- Depth Curve RDU NOAA 2yr Storm Frequency = 2 yr Total Rainfall Depth = 3.440 0 in Duration Multiplier = 1 Resulting Duration = 23.99 04 hrs Resulting Start Time = .0000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------- --------- ----------------- BMP 2.2 IN ---- POND ---------- -- - 3.381 -------- - 12.1000 "72.65 BMP 2.2 OUT POND 3.249 R 12.2500 37.37 216.49 Outfall OUT 10 JCT 3.249 R 12.2500 37.37 SF 2 AREA 2 AREA 3.381 12.1000 72.65 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Storm... RDU NOAA 10yr Tag: 10 Page 2.03 Event: 10 yr NETi',CPz', SU"1Ml,RY -- P]ODES (Trt:n.- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,1D = RDU NOAA 14 Desi Storm Tag Name = 10 Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr Storm Frequency = 10 yr Total Rainfall Depth= 4. 9800 in Duration Multiplier = 1 Resulting Duration = 23 .9904 hrs Resulting Start Time = .0 000 hrs Step= .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID ------ Type ac-ft Tr un. hrs cfs ft ----------- BMP 2.2 IN ---- POND ---------- - 6.358 - --------- 12.1000 -------- --------- 121.91 . BMP 2.2 OUT POND 6.217 R 12.1500 98.52 217.10 Outfall OUT 10 JCT 6.217 R 12.1500 98.52 SF 2 AREA 2 AREA 6.358 12.1000 121.91 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 • Type.... Executive Summary (Nodes) Page 2.04 • Name.... Watershed Event: 100 yr • File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppW • Storm... RDU NOAA 100yr Tag: 100 • NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) • DEFAULT Design Storm File,ID = RDU NO AA 14 Desi • • Storm Tag Name = ----- --- ---- 100 • Data Type, File, ID = Time-Depth Curve RDU HOAR 100yr Storm Frequency = 100 yr • Total Rainfall Depth= 7.3700 in • Duration Multiplier = 1 Resulting Duration = 23.9990 hrs • • Node ID Type • ----- -------- ---- ---- B MP 2.2 IN POND BMP 2.2 OUT POND • Outfall OUT 10 JCT SF 2 AREA 2 AREA • • • • • • • • • • • • • • • • • • • • • Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs HYG Vol Qpeak Qpeak Max WSEL ac-ft Trun. hrs cfs ft - --------- --------- 11.464 - -- --------- 12.1000 ------- 178.62 11.318 R 12.1500 148.45 217.53 11.318 R 12.1500 148.45 11.464 12.1000 178.62 • SIN: DOYXYWH3NLBE • PondPack (10.00.015.00) 3:23 PM Withers & Ravenel 7/26/2007 Type.... Tc Calcs Name.... SF 2 AREA 2 File.... K:\05\05-260\05261.09\H-H\SF-2\BMP2-2.ppw Page 3.01 ............................................... TIME OF CONCENTRA'T'ION CALCULATOR Segment #l: Tc: User Defined Segment #1 Time: .0833 hrs --------------------------------------------- ------------------------- Total To: .0833 hrs Calculated Tc < Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Tc Calcs Name.... SF 2 AREA 2 File.... K:\05\05-260\05261.04\H-H\SF-2\BI'4P2-2.ppw Page 3.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ _=== User Defined -------------=------------------------------------------ Tc = Value entered by user Where: Tc = Time of concentration SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Runoff CN-Area Name.... SF 2 AREA 2 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Page 4.01 RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres oC oUC CH -------------------------------- ---- --------- ----- ----- ------ Impervious 98 8.960 98.00 Pervious 68 20.310 68.00 COMPOSITE AREA & WEIGHTED CN ---> 29.270 18 (77) SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 3:23 PM Withers & Ravenel 7/26/2007 Type.... Vol: Elev-Area Name.... BMP 2.2 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Page 5.01 Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) (sq.in) (sq.ft) ----------- (sq.ft) ---------------- (ac-ft) ---------- (ac-ft) ------------- ------------ 214.00 ---------- 17508 0 .000 .000 215.00 ----- 19126 54933 .420 .420 216.00 20.801 59873 .458 .879 217.00 22533 64984 .497 1.376 218.00 24321 70264 .538 1.913 218.50 25238 74334 .284 2.198 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BI7P2-2.Ppw Page 6.01 REQUESTED POND ,%7S ELE-'.'-"1011S: Min. Elev.= 214.00 ft Increment - .50 ft Max. Elev.= 218.50 ft * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * k * k OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Inlet Box RO ---> CO 215.820 218.500 Orifice-Circular 00 ---> CO 214.000 218.500 Culvert-Circular CO ---> TW 210.000 218.500 TW SETUP, DS Channel SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = ------------------- Inlet Box ----------------- 4 of Openings = 1 Invert Elev. = 215.82 ft Orifice Area = 36.0000 sq.ft Orifice Coeff. _ .600 Weir Length = 24.00 ft Weir Coeff. = 2.800 K, Reverse = 1.000 Mannings n - .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 214.00 ft Diameter ? .1667 ft Orifice Coeff. _ .600 Page 6.02 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Page 6.03 OUTLET STRUCTURE INPUT DAl'A Structure ID = CO Structure Type ------------------ = Culvert-Circular ------------------ No. Barrels = 1 Barrel Diameter = 4.5000 It Upstream Invert = 210.00 ft Dnstream Invert = 209.00 ft Horiz. Length = 100.00 ft Barrel Length = 100.01 ft Barrel Slope = .01000 ft/ft OUTLET CONTROL DATA... Mannings n - .0130 Ke = .5000 Kb - .004209 Kr - .5000 HW Convergence - .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equati on form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 rat io (HW/D) = 1.155 T2 ratio (HW/D) = 1.302 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at TI & T2... At Tl Elev = 215.20 ft ---> Flow = 118.08 cfs At T2 Elev = 215.86 ft ---> Flow = 134.95 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Type.... Individual Outlet Curves Page 6.04 Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) - ---------- ---------- Upstream ---------- ID = ( ----- -- Pond Water Surface) DNstream ID = CO (Culvert-C ircular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft cfs ft ft ft +/-ft +/ ------ -- -cfs ---- ft ---- +/-ft --- ------- -------- 214.00 ------- .00 - ------- ... -------- ... ------- ... ... ... Free Outfall WS below an invert; no flow. 214.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 215.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 215.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 215.82 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 216.00 5.13 216.00 Free 210.98 .000 .000 Free Outfall Weir: H = .18ft 216.50 37.68 216.50 Free 212.76 .000 .000 Free Outfall Weir: H = .68ft 217.00 86.14 217.00 Free 214.44 .000 .000 Free Outfall Weir: H = 1.18ft 217.50 146.33 217.50 216.37 216.37 .000 .000 Free Outfall FULLY CHA RGED RISER : ADJUSTED TO WEIR: H = 1.68ft 218.00 * 218.00 218.00 218.00 .000 .000 Free Outfall FULLY CHA RGED RISER : ADJUSTED TO WEIR: H = 2.18ft 218.50 218.50 218.50 218.50 .000 .000 Free Outfall FULLY CHA RGED RISER , DOWNSTRE AM CONTRO L: K ev=O. Hev=0.000 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 3:23 PM Withers & Ravenel 7/26/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw Page 6.05 R TTNG TABLE FOR. ONE OU'I'L ;"P TYPE Structure ---------- ID = 00 ---------- (Orifice- --------- Circular) --------- Upstream ID = ( Pond Water Surface) DNstream ID - CO (Culvert- Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q IOW HGL DS HGL DS HGL Error Error TW Error ft -------- cfs ------- ft - ------- ft -------- ft +/-ft + /-cfs ft +/-ft 214.00 .00 ... ... ------- ... ------ - ... ----- ... ----- Free -- ------- Outfall WS below an invert; no flow. 214.50 .07 214.50 Free 210.11 .000 .000 Free Outfall H =.42 215.00 .10 215.00 Free 210.13 .000 .000 Free Outfall H =.92 215.50 .1.3 215.50 Free 210.15 .000 .000 Free Outfall H =1.42 215.82 .14 215.82 Free 210.16 .000 .000 Free Outfall H =1.74 216.00 .15 216.00 Free 210.98 .000 .000 Free Outfall H =1.92 216.50 .16 216.50 Free 212.76 .000 .000 Free Outfall H =2.42 217.00 .17 217.00 214.44 214.44 .000 .000 Free Outfall H =2.56 217.50 .11 217.50 216.37 216.37 .000 .000 Free Outfall H -1.13 218.00 * 218.00 218.00 218.00 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNS TREAM CON TROLLING STR UCTURE 218.50 * 218.50 218.50 218.50 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNS TREAM CON TROLLING STRUCTURE S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\H-H\SF-2\BMP2-2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) ------------------------------------- Mannings open channel maximum capacity: 211.53 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/ -- -- -ft ---- +/-cfs ------ ft +/-ft ------- ------- -------- 214.00 ------- .00 - ------- - ... ------- ... ----- ... ... Free Outfall WS below an invert; no flow. 214.50 .07 210.11 Free Free 000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .024ft Dcr= .072ft CRIT.DEPTH Hev= .OOft 215.00 .10 210.13 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .029ft Dcr= .088ft CRIT.DEPTH Hev= .OOft 215.50 .12 210.15 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .033ft Dcr= .098ft CRIT.DEPTH Hev= .OOft 215.82 .14 210.16 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .035ft Dcr= .103ft CRIT.DEPTH Hev= .OOft 216.00 5.28 210.98 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .222ft Dcr= .644ft CRIT.DEPTH Hev= .OOft 216.50 37.85 212.76 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .660ft Dcr= 1.769ft CRIT.DEPTH Hev= .OOft 217.00 86.28 214.44 Free Free .000 .025 Free Outfall CRIT.DEPTH CONTROL Vh= 1.143ft Dcr = 2.722f t CRIT.DEPTH Hev = .OOft 217.50 146.58 216.37 Free Free .000 .000 Free Outfall INLET CONTR OL... S ubmerged: HW =6. 37 218.00 178.38 218.00 Free Free .000 37.913 Free Outfall INLET CONTR OL... S ubmerged: HW =8. 00 218.50 187.09 218.50 Free Free .000 96.566 Free Outfall INLET CONTR OL... S ubmerged: HW =8. 50 Page 6.06 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 3:23 PM Withers & Ravenel 7/26/2007 Type.... Composite Rating Curve Name.... Outlet 1 'k'** COMPOSITE CUTFLCTJ KTV -A'2Y * * * WS Elev, Total Q Dotes -------- -------- ------ -- Converge ---- --------- ------------ Elev. Q TW El ev Error ft -------- cfs ------- ft ------ +/-ft Contributing Structures 214.00 _00 Free -- ----- - Outfall ------------- (no Q: RO,OO ------------ ,CO) 214.50 .07 Free Outfall OO,CO (no Q: RO) 215.00 .10 Free Qutfall OO,CO (no Q: RO) 215.50 .12 Free Outfall OO,CO (no Q: RO) 215.82 .14 Free Qutfall OO,CO (no Q: RO) 216.00 5.28 Free Outfall RO,OO,CO 216.50 37.85 Free Outfall RO,OO,CO 217.00 86.28 Free Outfall RO,OO,CO 217.50 146.44 Free Outfall RO,OO,CO 218.00 178.38 Free Outfall RO,CO (no Q: 00) 218.50 18'7.09 Free Qutfall RO,CO (no Q: 00) i. Page 6.07 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 Appendix A Index of Starting Page Numbers for ID Names ----- B ----- BMP 2.2... 5.01 ----- O ----- Outlet 1... 6.01, 6.04, 6.07 ----- S ----- SF 2 AREA 2... 3.01, 4.01 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 A-1 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 3:23 PM 7/26/2007 B M P 3.1 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 Job File: K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.PPW Rain Dir: K:\05\05-260\05261.04\Proj\SF-3\Calcs\ JOB TITLE ---------------------- Project Date: 12/31/2006 Project Engineer: Ken Jesneck Project Title: Wendell Falls SF-3 BMP 3.1 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Table of Contents r ********************** MASTER SUMMARY "*;* ikk -*********k Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************k* Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Watershed....... 2 Executive Summary (Nodes) .......... 2.02 Watershed....... 10 Executive Summary (Nodes) .......... 2.03 Watershed....... 100 Executive Summary (Nodes) .......... 2.04 ********************** TC CALCULATIONS ********************* AREA 1.......... Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ********************* AREA 1.......... Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES *********************** BMP 3.1......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Table of Contents ii ********* ********** OUTLET STRUCTURES ***`*`***** ******* Outlet 1........ Outlet Input Data .................. 6.01 Individual Outlet Curves ........... 6.04 Composite Rating Curve ............. 6.16 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Master Network Summary Dame.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 1.01 MASTER DESIGN STORM SUMMARY Network Storm Collection: RDU NOAA 14 Desi Total Depth Return Event -- in ---------- 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU NOAA 2yr RDU NOAA l0yr RDU NOAA 100yr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ID ----------- ------ Type -- Event ac-ft Trun AREA 1 -- AREA ------ 2 ---------- 3.894 AREA 1 AREA 10 6.877 AREA 1 AREA 100 11.826 AREA 1 AREA 1 3.098 BMP 3.1 IN POND 2 3.894 BMP 3.1 IN POND 10 6.877 BMP 3.1 IN POND 100 11.826 BMP 3.1 IN POND 1 3.098 BMP 3.1 OUT POND 2 3.244 R BMP 3.1 OUT POND 10 6.178 R BMP 3.1 OUT POND 100 11.080 R BMP 3.1 OUT POND 1 2.473 R Max Qpeak Qpeak Max WSEL Pond Storage hrs ---- cfs ft ac-ft ----- 12.1050 -------- 84.41 -------- ------------ 12.1050 130.30 12.1050 181.32 11.9250 58.24 12.1050 84.41 12.1050 130.30 12.1050 181.32 11.9250 58.24 12.2550 33.31 218.69 1.564 12.1950 75.60 219.55 2.141 12.2550 84.32 220.66 2.948 12.1050 15.81 218.34 1.335 S/N: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Max WSEL Node ID Type Event ac-ft Trun hrs cfs ft ----- *BMP ---- 3.1 ------- OUTLET - ---- JCT ------ 2 ---------- 3.244 -- R --------- 12.2550 -------- -------- 33.31 *BMP 3.1 OUTLET JCT 10 6.178 R 12.1950 75.60 *BMP 3.1 OUTLET JCT 100 11.080 R 12.2550 84.32 *BMP 3.1 OUTLET JCT 1 2.473 R 12.1050 15.81 Max Pond Storage ac-ft ------------ S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\nMP.ppw Storm... TypeII 24hr Tag: 1 Page 2.01 Event: 1 yr NET[^?CR.K SUMMARY -- NC-,'E-'! (Trun.= HYG, Truncation: Blank=None; L=Left; P\='?,t; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 1 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Synthetic Storm TypeII 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs Node ID Type AREA 1 AREA BMP 3.1 IN POND BMP 3.1 OUT POND Outfall BMP 3.1 OUTLET JCT HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs --------- 3.098 - -- --------- 11.9250 -------- 58.24 3.098 11.9250 58.24 2.473 R 12.1050 15.81 2.473 R 12.1050 15.81 Max WSEL ft 218.34 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 • • • • • • • • • • • • • • • • • • i • • • Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Storm... RDU NOAA 2yr Tag: 2 Page 2.02 Event: 2 yr NETWORK SUMMARY -- NODES (Tr.un.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 2yr 2 yr 3.4400 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs Node ID Type AREA 1 AREA BMP 3.1 IN POND BMP 3.1 OUT POND Outfall BMP 3.1 OUTLET JCT HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs ---------- 3.894 -- --------- 12.1050 -------- 84.41 3.894 12.1050 84.41 3.244 R 12.2550 33.31 3.244 R 12.2550 33.31 Max WSEL ft 218.69 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Executive Summary (Nodes) Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Storm... RDU NOAA 10yr Tag: 10 Page 2.03 Event: 10 yr NETWORK SUMMARY -- NODES (T ran.= HYG Truncation: Blank-None; L=Left; R--Pt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi. Storm Tag Name = 10 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU NOAA 10yr 10 yr 4.9800 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs Node ID Type AREA 1 AREA BMP 3.1 IN POND BMP 3.1 OUT POND Outfall BMP 3.1 OUTLET JCT HYG Vol Qpeak Qpeak ac-ft Trun. hrs cfs --------- 6.877 - -- --------- 1.2.1050 -------- 130.30 6.877 12.1050 130.30 6.178 R 12.1950 75.60 6.178 R 12.1950 75.60 Max WSEL ft 219. 55 S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed Event: 100 yr File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Storm... RDU NOAA 100yr Tag: 100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 100 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Time-Depth Curve RDU HOAR 100yr 100 yr 7.3700 in 1 23.9990 hrs .0000 hrs Step= .0833 hrs End= 23.9990 hrs HYG Vol Qpeak Qpeak Max WSEL Node ----- ID ----- -- Type ac-ft Trun. hrs cfs ft AREA -- --- 1 ---- AREA ---------- 11.826 -- --------- 12.1050 -------- --------- 181.32 BMP 3.1 IN POND 11.826 12.1050 181.32 BMP 3.1 OUT POND 11.080 R 12.2550 84.32 220.66 Outfall BMP 3.1 OUTLET JCT 11.080 R 12.2550 84.32 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Tc Calcs Name.... AREA 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 3.01 TIME OF CONCENTRATION CALCULATOR Segment #l: Tc: User Defined Segment #1 Time: .0500 hrs ------------------------------------------------------------------------ ------------------------- 'T'otal Tc: .0500 hrs Calculated Tc < Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs ------------------------- S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Tc Calcs Name.... AREA 1 File .... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 3.02_ ----------------------------------------------------------------------- Tc Equations used... ------------------------------------------------------------------------ _=== User Defined ___--------- _----------------------------- __------------------------------------ Tc = Value entered by user Where: Tc - Time of concentration SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Runoff CN-Area Name.... AREA 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 4.01 RUNOFF CURVE ]UMBER DATA .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Open space (Lawns,parks etc.) - Goo 61 11.940 61.00 Impervious Areas - Paved parking to 98 15.020 98.00 COMPOSITE AREA & WEIGHTED CN ---> 26.960 81.61 (82) ........................................................................... SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Vol: Elev-Area Name.... BMP 3.1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 5.01 Elevation PIanimeter Area Al+A2+sgr(AI*A2) Volume Volume Sum (ft) ------------ (sq.in) (sq.ft) --------------------- (sq.ft) ----------------- (ac-ft) --------- (ac-ft) ------------- 216.00 22296 0 .000 .000 217.00 24491 70155 .53'7 .537 218.00 26742 76825 .588 1.125 219.00 29049 83663 .640 1.765 220.00 31413 90670 .694 2.459 221.00 33834 97848 .749 3.208 222.00 36311 105196 .805 4.013 223.00 38845 112713 .863 4.875 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume - (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.01 REQUESTED POND PAS ELEVATIONS: Min. Elev.- 216.00 ft Increment = .10 ft Max. Elev.= 223.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Inlet Box RO ---> CO 217.800 223.000 Orifice-Circular 00 ---> CO 216.000 223.000 Culvert-Circular Co ---> TW 213.000 223.000 TW SETUP, DS Channel SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type ------------------ = Inlet Box ------------------ # of Openings = 1 Invert Elev. = 217.80 ft Orifice Area = 12.5664 sq.ft Orifice Coeff. _ .690 Weir Length = 12.57 ft Weir Coeff. = 3.100 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings - 1 Invert Elev. = 216.00 ft Diameter = .2500 ft Orifice Coeff. _ .690 Page 6.02 S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.03 OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type ---------------- = Culvert-C ircular -- No. Barrels ----------- = I ------- Barrel Diameter = 3.0000 ft Upstream Invert = 213.00 ft Dnstream Invert = 212.00 ft Horiz. Length = 125.00 ft Barrel Length = 125.00 ft Barrel Slope = .00800 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 Kb - .007228 Kr = .5000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equation form = I Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 rat io (HW/D) = 1.156 T2 rat io (HW/D) = 1.303 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below TI elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 216.47 ft ---> Flow = 42.85 cfs At T2 Elev = 216.91 ft ---> Flow 48.97 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .01 cfs Max. Q tolerance = .01 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) ----- ---------- Upstream --- ID ------- = ( ------------- Pond Water Surface) DNs tream ID = CO (Cu lvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL D S HGL DS HGL Error E rror TW Error ft cfs ft ft ft +/-ft +/ ------ -- -cfs ---- ft ----- +/-ft -- ------- -------- 216.00 ------- .00 - ------- ... -- ------ ... -- ----- ... ... Free Outfall WS below an invert; no flow. 216.10 .00 ... ... Free Outfall WS below an invert; no flow. 216.20 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 216.30 .00 ... ... ... Free Outfall WS below an invert; no flow. 216.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 216.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 216.60 .00 ... ... Free Outfall WS below an invert; no flow. 216.70 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 216.80 .00 ... ... ... Free Outfall WS below an invert; no flow. 216.90 .00 ... ... Free Outfall WS below an invert; no flow. 217.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 217.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 217.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 217.30 .00 ... ._. ... ... Free Outfall WS below an invert; no flow. 217.40 .00 ... ... Free Outfall WS below an invert; no flow. 217.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 217.60 .00 ... Free Outfall WS below an invert; no flow. 217.70 .00 ... ... ... ... Free Outfall WS below an invert; no flow. Page 6.04 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.05 RATI"IG TABLE FOR. ONE OUTLET TYPE Structure ---------- ID = PO ---------- (Inlet Box) ------ Upstream ---- ID = (Pond Water -------- Surface) DNstream ID = CO (Culvert-C ircular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft -------- cfs ------- ft - ------- ft ------ ft +/-ft +/ -cfs ft +/-ft 217.80 .00 ... -- ... ------- ... ------ -- ... ---- ... ----- Free -- ------- Outfall WS below an invert; no flow. 217.90 1.23 217.90 Free 213.59 .000 .000 Free Outfall Weir: H = .IOft 218.00 3.48 218.00 Free 213.94 .000 .000 Free Outfall Weir: H = .20ft 218.10 6.40 218.10 Free 214.26 .000 .000 Free Outfall Weir: H = .30ft 218.20 9.85 218.20 Free 214.57 .000 .000 Free Outfall Weir: H = .40ft 218.30 13.77 218.30 Free 214.87 .000 .000 Free Outfall Weir: H = .50ft 218.40 18.10 218.40 Free 215.17 .000 .000 Free Outfall Weir: H = .60ft 218.50 22.81 218.50 Free 215.48 .000 .000 Free Outfall Weir: H = .70ft 218.60 27.87 218.60 Free 215.78 .000 .000 Free Outfall Weir: H = .80ft 218.70 33.26 218.70 Free 216.09 .000 .000 Free Outfall Weir: H = .90ft 218.80 38.96 218.80 Free 216.41 .000 .000 Free Outfall Weir: H = 1.00ft 218.90 44.94 218.90 Free 216.75 .000 .000 Free Outfall Weir: H = 1.10ft 219.00 51.21 219.00 Free 217.11 .000 .000 Free Outfall Weir: H = 1.20ft 219.10 57.74 219.10 Free 217.68 .000 .000 Free Outfall Weir: H = 1.30ft 219.20 64.53 219.20 218.34 218.34 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.40ft 219.30 71.57 219.30 219.06 219.06 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.50ft 219.40 * 219.40 219.40 219.40 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.60ft 219.50 * 219.50 219.50 219.50 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.70ft SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.06 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) -------------------------------- ------ Upstream ID = (P ond Water S urface) DNstream ID = CO ( Culvert-Cir cular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft -------- cfs ft ft -------- ------- --- ft +/ -ft +/-cfs ft +/-ft 219.60 ----- * 219.60 219.60 ------- -- 219.60 ---- ------ .000 .000 ---- Free --- ------- Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 219.70 * 219.70 219.70 219.70 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 219.80 * 219.80 219.80 219.80 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 219.90 * 219.90 219.90 219.90 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.00 * 220.00 220.00 220.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.10 * 220.10 220.10 220.10 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.20 * 220.20 220.20 220.20 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.30 * 220.30 220.30 220.30 .000 .000 Free Outfall. FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.40 * 220.40 220.40 220.40 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.50 220.50 220.50 220.50 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.60 * 220.60 220.60 220.60 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.70 * 220.70 220.70 220.70 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.80 * 220.80 220.80 220.80 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 220.90 * 220.90 220.90 220.90 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.00 221.00 221.00 221.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM] CONTROL: Kev =O. Hev=0.000 221.10 221.10 221.10 221.10 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.20 * 221.20 221.20 221.20 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.30 * 221.30 221.30 221.30 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.07 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) ---------- ---------------------- Upstream ID = (Pond Water S ------ urface) DNstream ID = CO ( Culvert-Cir cular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft -------- cfs ft ft -------- ------- --- ft +/ -ft +/-cfs ft +/-ft 221.40 ----- * 221.40 221.40 ------- -- 221.40 ---- ------ .000 .000 ---- Free --- ------- Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.50 * 221.50 221.50 221.50 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.60 221.60 221.60 221.60 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.70 221.70 221.70 221.70 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.80 * 221.80 221.80 221.80 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 221.90 * 221.90 221.90 221.90 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.00 222.00 222.00 222.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.10 222.10 222.10 222.10 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.20 * 222.20 222.20 222.20 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.30 * 222.30 222.30 222.30 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.40 222.40 222.40 222.40 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.50 * 222.50 222.50 222.50 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.60 222.60 222.60 222.60 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.70 222.70 222.70 222.70 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.80 222.80 222.80 222.80 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 222.90 222.90 222.90 222.90 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.08 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 00 (Orifice- Circular) --- Ups --------- tream ID ------- = ---------- (Pond Wate --------- r Surface ) DNs tream ID = CO (Culvert- Circular) Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft --- +/-ft + ------ - /-cfs ----- ft ----- +/-ft -- ------- -------- 216.00 ------- .00 - ------- - ... ------- ... ---- ... ... ... Free Outfall WS below an invert ; no flow. 216.10 .02 216.10 Free 213.07 .000 .000 Free Outfall CR IT.DEPTH CONTROL Vh= .038 ft Dcr= .062ft CRIT.DEPTH Hev= .OOft 216.20 .06 216.20 Free 213.11 .000 .000 Free Outfall CR IT.DEPTH CONTROL Vh= .059 ft Dcr= .141ft CR IT.DEPTH Hev= .OOft 216.30 .11 216.30 Free 213.16 .000 .000 Free Outfall H =.18 216.40 .14 216.40 Free 213.18 .000 .000 Free Outfall H =.27 216.50 .17 216.50 Free 213.19 .000 .000 Free Outfall H =.38 216.60 .19 216.60 Free 213.20 .000 .000 Free Outfall H =.48 216.70 .21 216.70 Free 213.21 .000 .000 Free Outfall H =.57 216.80 .22 216.80 Free 213.22 .000 .000 Free Outfall H =.68 216.90 .24 216.90 Free 213.23 .000 .000 Free Outfall H =.77 217.00 .25 217.00 Free 213.24 .000 .000 Free Outfall H =.88 217.10 .27 217.10 Free 213.24 .000 .000 Free Outfall H =.98 217.20 .28 217.20 Free 213.25 .000 .000 Free Outfall H =1.07 217.30 .29 217.30 Free 213.25 .000 .000 Free Outfall H =1.18 217.40 .31 217.40 Free 213.26 .000 .000 Free Outfall H =1.27 217.50 .32 217.50 Free 213.26 .000 .000 Free Outfall H =1.38 217.60 .33 217.60 Free 213.26 .000 .000 Free Outfall H =1.48 217.70 .34 217.70 Free 213.27 .000 .000 Free Outfall H =1.57 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.09 RATING TABLE FOR ONE OUTLET TYPE Structure ---------- ID = 00 ---------- (Orifice -------- -Circular) ---------- Upstream ID = ( Pond Water Surface ) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft -------- cfs ------- - ft ------- ft --- ft +/-ft + /-cfs ft +/-ft 217.80 .35 217.80 ----- Free ------- 213.27 ------ - .000 ----- .000 ----- Free -- ------- Outfall H =1.68 217.90 .36 217.90 Free 213.59 .000 .000 Free Outfall H =1.77 218.00 .37 218.00 Free 213.94 .000 .000 Free Outfall H =1.88 218.10 .38 218.10 Free 21.4.26 .000 .000 Free Outfall H =1.98 218.20 .39 218.20 Free 214.57 .000 .000 Free Outfall H =2.07 218.30 .40 218.30 Free 214.87 .000 .000 Free Outfall H =2.18 218.40 .41 218.40 Free 215.17 .000 .000 Free Outfall H =2.27 218.50 .42 218.50 Free 215.48 .000 .000 Free Outfall H =2.38 218.60 .43 218.60 Free 215.78 .000 .000 Free Outfall H =2.48 218.70 .44 218.70 216.09 216.09 .000 .000 Free Outfall H =2.57 218.80 .42 218.80 216.41 216.41 _000 .000 Free Outfall H =2.39 218.90 .40 218.90 216.75 216.75 .000 .000 Free Outfall H =2.15 219.00 .37 219.00 217.11 217.11 .000 .000 Free Outfall H =1.89 219.10 .32 219.10 217.68 217.68 .000 .000 Free Outfall H =1.42 219.20 .25 219.20 218.34 218.34 .000 .000 Free Outfall H =.86 219.30 .13 219.30 219.06 219.06 .000 .000 Free Outfall H =.24 219.40 219.40 219.40 219.40 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWNSTREAM CON TROLLING STRUCTURE 219.50 219.50 219.50 219.50 .000 .000 Free Outfall F LOW PRECEDENCE SET TO DOWNSTREAM CON TROLLING STRUCTURE SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.10 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 00 (Orifice-Circular) ---------------- -------------------- Upstream ID = ( -- Pond Water Surface) DNstream ID = CO (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft - -------- ft +/-ft +/-cfs ft +/-ft ------- ------ ------ ------- ------- -------- 219.60 -------- ------ * 219.60 219.60 219.60 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 219.70 * 219.70 219.70 219.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 219.80 * 219.80 219.80 219.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 219.90 * 219.90 219.90 219.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.00 * 220.00 220.00 220.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.10 * 220.10 220.10 220.10 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.20 * 220.20 220.20 220.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.30 220.30 220.30 220.30 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.40 * 220.40 220.40 220.40 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.50 * 220.50 220.50 220.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.60 220.60 220.60 220.60 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.70 220.70 220.70 220.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.80 * 220.80 220.80 220.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 220.90 * 220.90 220.90 220.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.00 * 221.00 221.00 221.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.10 * 221.10 221.10 221.10 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.20 k 221.20 221.20 221.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.30 * 221.30 221.30 221.30 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.11 RATING TABLE FCR ONE OUTLET TYPE Structure ID = 00 -------------------- (Orifice-Circular) --------------- Upstream ID = ( --- Pond Water Surface) DNstream ID = CO (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft -------- cfs ft ft -------- ------- -------- ft +/-ft +/-cfs ft +/-ft 221.40 * 221.40 221.40 ------- ------ ------ ------- ------- 221.40 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.50 221.50 221.50 221.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.60 221.60 221.60 221.60 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.70 * 221.70 221.70 221.70 .000 .000 Free Cutfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.80 * 221.80 221.80 221.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 221.90 * 221.90 221.90 221.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.00 222.00 222.00 222.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.10 222.10 222.10 222.10 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.20 * 222.20 222.20 222.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.30 * 222.30 222.30 222.30 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.40 * 222.40 222.40 222.40 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.50 * 222.50 222.50 222.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.60 * 222.60 222.60 222.60 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.70 * 222.70 222.70 222.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.80 222.80 222.80 222.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 222.90 * 222.90 222.90 222.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.12 RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 64.17 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft cfs ft ft ft +/ -ft +/-cfs ft +/-ft -------- 216.00 ------- .00 - ------- ... -------- ------- -- ... ---- ... ------ ... ------- ------- Free Outfall WS below a n invert; no flow. 216.10 .02 213.07 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .016ft Dcr= .047ft CRIT.DEPTH Hev = .OOft 216.20 .06 213.11 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .024ft Dcr= .070ft H.JUMP IN PIPE Hev= .OOft 216.30 .12 213.16 Free Free .000 .009 Free Outfall CRIT.DEPTH CONTROL Vh= .035ft Dcr= .105ft CRIT.DEPTH Hev = .OOft 216.40 .15 213.18 Free Free .000 .005 Free Outfall CRIT.DEPTH CONTROL Vh= .039ft Dcr= .117ft CRIT.DEPTH Hev = .OOft 216.50 .17 213.19 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .043ft Dcr= .129ft CRIT.DEPTH Hev = .OOft 216.60 .19 213.20 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .045ft Dcr= .135ft CRIT.DEPTH Hev = .OOft 216.70 .20 213.21 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .047ft Dcr= .141ft CRIT.DEPTH Hev = .OOft 216.80 .22 213.22 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .049ft Dcr= .146ft CRIT.DEPTH Hev = .OOft 216.90 .24 213.23 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .051ft Der- .152ft CRIT.DEPTH Hev = .OOft 217.00 .26 213.24 Free Free .000 .008 Free Outfall CRIT.DEPTH CONTROL Vh= .053ft Dcr= .158ft CRIT.DEPTH Hev = .OOft 217.10 .27 213.24 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .053ft Dcr= .158ft CRIT.DEPTH Hev = .OOft 217.20 .28 213.25 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .055ft Dcr= .164ft CRIT.DEPTH Hev = .OOft 217.30 .29 213.25 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .056ft Dcr= .167ft CRIT.DEPTH Rev - .00ft 217.40 .30 213.26 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .057ft Dcr= .170ft CRIT.DEPTH Hev = .OOft 217.50 .33 213.26 Free Free .000 .008 Free Outfall CRIT.DEPTH CONTROL Vh= .059ft Dcr= .176ft CRIT.DEPTH Hev = .OOft 217.60 .33 213.26 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .059ft Dcr= .176ft CRIT.DEPTH Hev = .OOft 217.70 .35 213.27 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .061ft Dcr= .182ft CRIT.DEPTH Hev = .OOft SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.15 SATING Tl:BLE FOR (7 GU'!'LET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 64.17 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Elev. Q HW HGL DS HGL ft -------- cfs ft ft 221.40 -------- 89.65 ------- -------- 221.40 Free INLET CONTROL... 221.50 90.35 221.50 Free INLET CONTROL... 221.60 91.04 221.60 Free INLET CONTROL... 221.70 91.72 221.70 Free INLET CONTROL... 221.80 92.41 221.80 Free INLET CONTROL... 221.90 93.08 221.90 Free INLET CONTROL... 222.00 93.76 222.00 Free INLET CONTROL... 222.10 94.43 222.10 Free INLET CONTROL... 222.20 95.08 222.20 Free INLET CONTROL... 222.30 95.75 222.30 Free INLET CONTROL... 222.40 96.39 222.40 Free INLET CONTROL... 222.50 97.05 222.50 Free INLET CONTROL... 222.60 97.69 222.60 Free INLET CONTROL... 222.70 98.34 222.70 Free INLET CONTROL... 222.80 98.97 222.80 Free INLET CONTROL... 222.90 99.60 222.90 Free INLET CONTROL... 223.00 100.23 223.00 Free INLET CONTROL... Next DS HGL Q SUM DS Chan. TW DS HGL Error Error TW Error ft +/-ft +/-cfs ft +/-ft ------- ------ ------ ------- ------- Free .000 42.325 Free Outfall Submerged: HW =8.40 Free .000 43.442 Free Outf.all Submerged: HW =8.50 Free .000 44.547 Free Outfall Submerged: HW =8.60 Free .000 45.641 Free Outfall Submerged: HW =8.70 Free .000 46.699 Free Outfall Submerged: HW =8.80 Free .000 47.759 Free Outfall Submerged: HW =8.90 Free .000 48.787 Free Outfall Submerged: HW -9.00 Free .000 49.806 Free Outfall Submerged: HW =9.10 Free .000 50.819 Free Outfall Submerged: HW =9.20 Free .000 51.800 Free Outfall Submerged: HW =9.30 Free .000 52.785 Free Outfall Submerged: HW =9.40 Free .000 53.743 Free Outfal]. Submerged: HW =9.50 Free .000 54.695 Free Outfall Submerged: HW =9.60 Free .000 55.631 Free Outfall Submerged: HW =9.70 Free .000 56.563 Free Outfall Submerged: HW =9.80 Free .000 57.477 Free Outfall Submerged: HW =9.90 Free .000 58.378 Free Outfall Submerged: HW =10.00 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:32 PM Withers & Ravenel 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 1 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw Page 6.16 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes -------- -------- ------ -- Converge ----------- -- ------------ Elev. Q TW El ev Error ft cfs ft +/-ft Contributin --- - g -- Structures ------------ -------- 216.00 ------- .00 ------ Free -- ----- - Outfall ------ - (no Q: RO, OO ,CO) 216.10 .02 Free Outfall OO,CO (no Q: RO) 216.20 .06 Free Outfall OO,CO (no Q: RO) 216.30 .12 Free Outfall OO,CO (no Q: RO) 216.40 .15 Free Outfall OO,CO (no Q: RO) 216.50 .17 Free Outfall OO,CO (no Q: RO) 216.60 .19 Free Outfall OO,CO (no Q: RO) 216.70 .20 Free Outfall OO,CO (no Q: RO) 216.80 .22 Free Outfall OO,CO (no Q: RO) 216.90 .24 Free Outfall OO,CO (no Q: RO) 217.00 .26 Free Outfall OO,CO (no Q: RO) 217.10 .27 Free Outfall OO,CO (no Q: RO) 217.20 .28 Free Outfall OO,CO (no Q: RO) 217.30 .29 Free Outfall OO,CO (no Q: RO) 217.40 .30 Free Outfall OO,CO (no Q: RO) 217.50 .33 Free Outfall OO,CO (no Q: RO) 217.60 .33 Free Outfall OO,CO (no Q: RO) 217.70 .35 Free Outfall OO,CO (no Q: RO) 217.80 .35 Free Outfall OO,CO (no Q: RO) 217.90 1.60 Free Outfall RO,OO,CO 218.00 3.85 Free Outfall RO,OO,CO 218.10 6.78 Free Outfall RO,OO,CO 218.20 10.24 Free Outfall RO,OO,CO 218.30 14.18 Free Outfall RO,OO,CO 218.40 18.51 Free Outfall RO,OO,CO 218.50 23.23 Free Outfall RO,OO,CO 218.60 28.30 Free Outfall RO,OO,CO 218.70 33.58 Free Outfall RO,OO,CO 218.80 39.26 Free Outfall RO,OO,CO 218.90 45.27 Free Outfall RO,OO,CO 219.00 51.50 Free Outfall RO,OO,CO 219.10 58.01 Free Outfall RO,OO,CO 219.20 64.77 Free Outfall RO,OO,CO 219.30 71.41 Free Outfall RO,OO,CO 219.40 74.34 Free Outfall RO,CO (no Q: 00) 219.50 75.17 Free Outfall RO,CO (no Q: 00) 219.60 76.01 Free Outfall RO,CO (no Q: 00) 219.70 76.83 Free Outfall RO,OO,CO SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.17 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes -------- -------- - - - - - - - - Converge ---------- --- ------------ Elev. Q TW El ev Error ft -------- cfs ------- ft ---- +/-ft Contributi ng Structures 219.80 77.64 -- Free -- ----- Outfall ----------- RO,00,CO --- ------------ 219.90 78.44 Free Outfall RO,CO (no Q: 00) 220.00 79.25 Free Outfall RO,CO (no Q: 00) 220.10 80.04 Free Outfall RO,CO (no Q: 00) 220.20 80.81 Free Outfall RO,00,CO 220.30 81.59 Free Outfall RO,00,CO 220.40 82.35 Free Outfall RO,CO (no Q: 00) 220.50 83.11 Free Outfall RO,CO (no Q: 00) 220.60 83.86 Free Outfall RO,CO (no Q: 00) 220.70 84.60 Free Outfall RO,OO,CO 220.80 85.34 Free Outfall R0,00,C0 220.90 86.08 Free Outfall RO,CO (no Q: 00) 221.00 86.81 Free Outfall RO,CO (no Q: 00) 221.10 87.52 Free Outfall RO,CO (no Q: 00) 221.20 88.24 Free Outfall RO,00,CO 221.30 88.94 Free Outfall RO,00,CO 221.40 89.65 Free Outfall RO,CO (no Q: 00) 221.50 90.35 Free Outfall RO,CO (no Q: 00) 221.60 91.04 Free Outfall RO,CO (no Q: 00) 221.70 91.72 Free Outfall RO,00,CO 221.80 92.41 Free Outfall RO,00,CO 221.90 93.08 Free Outfall RO,CO (no Q: 00) 222.00 93.76 Free Outfall RO,CO (no Q: 00) 222.10 94.43 Free Outfall RO,CO (no Q: 00) 222.20 95.08 Free Outfall RO,OO,CO 222.30 95.75 Free Outfall RO,00,CO 222.40 96.39 Free Outfall RO,CO (no Q: 00) 222.50 97.05 Free Outfall RO,CO (no Q: 00) 222.60 97.69 Free Outfall RO,CO (no Q: 00) 222.70 98.34 Free Outfall RO,OO,CO 222.80 98.97 Free Outfall RO,00,CO 222.90 99.60 Free Outfall RO,CO (no Q: 00) 223.00 100.23 Free Outfall RO,CO (no Q: 00) SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 Appendix A Index of Starting Page Numbers for ID Names ----- A ----- AREA 1... 3.01, 4.01 ----- B ----- BMP 3.1... 5.01 ----- O ----- Outlet 1... 6.01, 6.04, 6.16 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 A-1 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:32 PM 7/27/2007 BMP 3.2 POND/SITE OUTFLOW CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May zoo? Job File: K:\05\05-260\05261.09\Proj\SF-3\Calcs\BMP3.2.PPW Rain Dir: K:\05\05-260\05261.09\Proj\SF-3\Calcs\ ,TOB TITLE -------------------------- Project Date: 12/30/2006 Project Engineer: Ken Jesneck Project Title: Wendell Falls SF-3 BMP 3.2 Project Comments: SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Table of Contents i ********************** t4ASTER SUMIMARY ******************-** Watershed....... Master Network Summary ............. 1.01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed....... 1 Executive Summary (Nodes) .......... 2.01 Watershed....... 2 Executive Summary (Nodes) .......... 2.02 Watershed....... 10 Executive Summary (Nodes) .......... 2.03 Watershed....... 100 Executive Summary (Nodes) .......... 2.04 ********************** TC CALCULATIONS ********************* AREA 2.......... Tc Calcs ........................... 3.01 ***+****************** CN CALCULATIONS ********************+ AREA 2.......... Runoff CN-Area ..................... 4.01 **********+************ POND VOLUMES *********************** BMP 3.2......... Vol: Elev-Area ..................... 5.01 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Table of Contents ii ******************** OUTLET STRUCTURES ********************* Outlet 2........ Outlet Input Data .................. 6.01 Individual Outlet Curves ........... 6.05 Composite Rating Curve ............. 6.17 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw PIASTER DESIGN STORM SUMPL?RY Network Storm Collection: RDU NOAA 14 Desi Total Depth Return Event --- - in - ------- 2 ------ 3.4400 10 4.9800 100 7.3700 1 3.0000 Rainfall Type ---------------- Time-Depth Curve Time-Depth Curve Time-Depth Curve Synthetic Curve RNF ID RDU HOAA 2yr RDU NOAA l0yr RDU NOAA 100yr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ----- ID ------ Type Event ac-ft Trun AREA 2 ------ ---- AREA ------ 2 ---------- 1.026 AREA 2 AREA 10 1.857 AREA 2 AREA 100 3.253 AREA 2 AREA 1 .807 BMP 3.2 IN POND 2 1.026 BMP 3.2 IN POND 10 1.857 BMP 3.2 IN POND 100 3.253 BMP 3.2 IN POND 1 .807 BMP 3.2 OUT POND 2 .946 LR BMP 3.2 OUT POND 10 1.755 LR BMP 3.2 OUT POND 100 3.134 LR BMP 3.2 OUT POND 1 .734 LR Max Qpeak Qpeak Max WSEL Pond Storage hrs --------- cfs ft ac-ft 12.1050 -------- 22.24 -------- ------------ 12.1050 35.38 12.1050 50.30 11.9250 15.08 12.1050 22.24 12.1050 35.38 12.1050 50.30 11.9250 15.08 12.2100 11.99 234.20 .431 12.1500 26.51 234.60 .523 12.1950 29.76 235.21 .670 12.0750 6.03 234.03 .393 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ('Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R-Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Max WSEL Node ID Type Event ac-ft Trun hrs cfs ft ----- *BMP ---- 3.2 -------- OUTLET ---- JCT ------ 2 ---------- .946 -- R --------- 12.2100 -------- -------- 11.99 *BMP 3.2 OUTLET JCT 10 1.755 R 12.1500 26.51 *BMP 3.2 OUTLET JCT 100 3.134 R 12.1950 29.76 *BMP 3.2 OUTLET JCT 1 .734 R 12.0750 6.03 Max Pond Storage ac-ft ------------ S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 1 yr File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Storm... TypeII 24hr Tag: 1 PdF.T[ CRI SU'r7 1ARY -- NODES (Trran.- HYG T r ncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID - RDU NOAA 14 Desi Storm Tag Name = 1 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time Synthetic Storm TypeII 24hr 1 yr 3.0000 in 1 24.0000 hrs .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node - ID Type ac-ft Trun. hrs cfs ft - --- AREA ------------ 2 ---- AREA --------- .807 - -- --------- 11.9250 -------- --------- 15.08 BMP 3.2 IN POND .807 11.9250 15.08 BMP 3.2 OUT POND .734 LR 12.0750 6.03 234.03 Outfall BMP 3.2 OUTLET JCT .'734 R 12.0750 6.03 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Executive Summary (Nodes) Page 2.02 Name.... Watershed Event: 2 yr File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Storm... RDU NOAA 2yr Tag: 2 NETWORK SUMMARY -- NODES (Trun.- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Pt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 2 Data Type, File, ID Storm Frequency Total Rainfall Depth Duration Multiplier Resulting Duration Resulting Start Time HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft -------- --------- --- - --------- AREA 2 ---- AREA ---------- 1.026 -- --------- 12.1050 22.24 BMP 3.2 IN POND 1.026 12.1050 22.24 BMP 3.2 OUT POND .946 LR 12.2100 11.99 234.20 Outfall BMP 3.2 OUTLET JCT .946 R 12.2100 11.99 Time-Depth Curve RDU NOAA 2yr 2 yr 3.4400 in 1 23.9904 hrs .0000 hrs Step= .0833 hrs End= 23.9904 hrs SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Executive Summary (Nodes) Page 2.03 Name.... Watershed Event: 10 yr File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Storm... RDU NOAA 10yr Tag: 10 P:E 'WORi< SUM?; 1RY -- NODES (Trur..= HYG Truncation: Blank-None; L=Left; R=Rt; T,R-r,eft & Pt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi Storm Tag Name = 10 Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr Storm Frequency = 10 yr Total Rainfall Depth = 4.9800 in Duration Multiplier = 1 Resulting Duration = 23.9904 hrs Resulting Start Time = .0000 hrs Step- .0833 hrs End= 23.9904 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID ------------ Type ac-ft Trun. hrs cfs ft ----- AREA 2 ---- ---------- -- - AREA 1.857 -------- 12.1050 -------- --------- 35.38 BMP 3.2 IN POND 1.857 12.1050 35.38 BMP 3.2 OUT POND 1.755 LR 12.1500 26.51 234.60 Outfall BMP 3.2 OUTLET JCT 1.755 R 12.1500 26.51 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed Event: 100 yr File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Storm... RDU NOAA 100yr Tag: 100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = RDU NOAA 14 Desi. Storm Tag Name = 100 Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr Storm Frequency = 100 yr Total Rainfall Depth - 7.3700 in Duration Multiplier = 1 Resulting Duration = 23.9990 hrs Resulting Start Time = .0000 hrs Step= .08 33 hrs End= 23.9990 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----- --------- ----------------- AREA 2 ---- ---------- -- - AREA 3.253 -------- 12.1050 --- 50.30 BMP 3.2 IN POND 3.253 12.1050 50.30 BMP 3.2 OUT POND 3.134 LR 12.1950 29.76 235.21 Outfall BMP 3.2 OUTLET JOT 3.134 R 12.1950 29.76 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Tc Calcs Name.... AREA 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\13MP3.2.ppw Page 3.01 TT.ME OF CONCENTRATION CALCULATOR ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: .0500 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .0500 hrs Calculated Tc < Min.Tc: Use Minimum To... Use To - .0833 hrs ------------------------- S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Tc Calcs Name.... AREA 2 File.... K:\05\05-260\05261.09\Proj\SF-3\Calcs\BMP3.2.ppw ------------------------------------------------------------------------ Tc Equations used... - -------------------------------------------------------------------- User Defined =____=___°____________________________________________ Tc = Value entered by user Where: Tc = Time of concentration Page 3.02 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Runoff CN-Area Name.... AREA 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 4.01 RUNOFF CURVE NUMBER DATA .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres °C oUC CN -------------------------------- ---- --------- ----- ----- ------ Open space (Lawns,parks etc.) - Goo 61 3.720 61.00 Impervious Areas - Paved parking to 98 4.030 98.00 COMPOSITE AREA & WEIGHTED CN ---> 7.750 80.24 (80) ........................................................................... ........................................................................... S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Vol: Elev-Area Name.... BMP 3.2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 5.01 Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) (sq.in) (sq.ft) ---------------- - (sq.ft) ---------------- (ac-ft) ---------- (ac-ft) ------------- ----------- 232.00 --- -- 7325 0 .000 .000 233.00 8402 23572 .180 .180 234.00 9535 26888 .206 .386 235.00 10725 30373 .232 .619 236.00 11971 34027 .260 .879 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-ELl) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Outlet Input Data Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 232.00 ft Increment = .10 ft Max. Elev.= 236.00 ft * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure ----------------- No. ---- Outfall ------- El, ft ------ E2, ft Inlet Box RO ---> CO --- 233.750 --------- 236.000 Orifice-Circular 00 ---> CO 232.000 236.000 Culvert-Circular CO ---> TW 230.500 236.000 Weir-Rectangular WO ---> TW 235.000 236.000 TW SETUP, DS Channel S/N: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 2 File.... K:\05\05-260\05261.04\Prcj\SF-3\Calcs\BMP3.2.ppw OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box ------------------- # of Openings = ----------------- 1 Invert Elev. = 233.75 ft Orifice Area = 12.5664 sq.ft Orifice Coeff. _ .690 Weir Length = 12.57 ft Weir Coeff. = 3.100 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 232.00 ft Diameter = .1667 ft Orifice Coeff. _ .690 Page 6.02 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw CUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type ----------------- = Culvert-Circular ------------------- No. Barrels = 1 Barrel Diameter = 2.0000 ft Upstream Invert - 230.50 ft Dnstream Invert - 225.00 ft Horiz. Length = 76.00 ft Barrel Length = 76.20 ft Barrel Slope = .07237 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 Kb = .012411 Kr - .5000 HW Convergence = .001 Page 6.03 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y .6700 T1 ratio (HW/D) = 1.124 T2 ratio (HW/D) = 1.271 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below TI elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Ti & T2... At T1 Elev = 232.75 ft ---> Flow = 15.55 cfs At T2 Elev = 233.04 ft ---> Flow 17.77 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Outlet Input Data Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.04 OUTLET STRUCTURE INPUT DATA Structure ID = WO Structure Type = Weir-Rectangular ------------------------------------ # of Openings = 1 Crest Elev. = 235.00 ft Weir Length = 10.00 ft Weir Coeff. _ .600000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. .. Maxi mum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .01 cfs Max. Q tolerance = .01 cfs SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Individual Outlet Curves Page 6.05 Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw RATING TP_BT,E FOR ONE OUTLET TYPE Structure - - ID = RO (Inlet Box) -- Ups ------ tream -- ID -------- = ( --- Pon --------------- d Water Surface) DNs tream ID = CO (Cu lvert-Circular) Pond WS. Device (into) Converge N ext DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error ft cfs - ft ft ft +/-ft +/ -cfs ft +/-ft -------- 232.00 ------ .00 - ------- - ------- -- ----- ------ -- ... ---- ... ----- Free -- ------- Outfall WS below an invert; no flow. 232.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 232.20 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 232.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 232.40 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 232.50 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 232.60 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 232.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 232.80 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 232.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 233.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 233.10 .00 ._. ... ... ... ... Free Outfall WS below an invert; no flow. 233.20 .00 ... ... Free Outfall WS below an invert; no flow. 233.30 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 233.40 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 233.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 233.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 233.70 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.06 RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) ---------- Upstream ----------- ID = (P ---------- ond Water ------- Surface) DNstream ID = CO ( Culvert-Ci rcular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL E rror E rror TW Error ft cfs ft ft ft + /-ft +/ -cfs -- ft ---- +/-ft --- ------- -------- 233.75 ------- .00 - ------- ... -------- ... ------- - ... ----- -- ... -- Free Outfall WS below an invert; no flow. 233.80 .44 233.80 Free 230.90 .000 .000 Free Outfall Weir: H = .05ft 233.90 2.26 233.90 Free 231.33 .000 .000 Free Outfall Weir: H = .15ft 234.00 4.87 234.00 Free 231.73 .000 .000 Free Outfall Weir: H = .25ft 234.10 8.07 234.10 Free 232.13 .000 .000 Free Outfall Weir: H = .35ft 234.20 11.76 234.20 Free 232.53 .000 .000 Free Outfall Weir: H = .45ft 234.30 15.89 234.30 Free 232.96 .000 .000 Free Outfall Weir: H = .55ft 234.40 20.41 234.40 Free 233.47 .000 .000 Free Outfall Weir: H = .65ft 234.50 25.30 234.50 234.37 234.37 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = .75ft 234.60 * 234.60 234.60 234.60 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H - .85ft 234.70 * 234.70 234.70 234.70 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = .95ft 234.80 * 234.80 234.80 234.80 .000 .000 Free Outfal7. FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.05ft 234.90 234.90 234.90 234.90 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.15ft 235.00 * 235.00 235.00 235.00 .000 .000 Free Outfall FULLY CHA RGED RISER: ADJUSTED TO WEIR: H = 1.25ft 235.10 * 235.10 235.10 235.10 .000 .000 Free Outfall FULLY CHA RGED RISER, DOWNSTREAM CONTRO L: K ev=O. Hev=0.000 235.20 * 235.20 235.20 235.20 .000 .000 Free Outfall FULLY CHA RGED RISER, DOWNSTREAM CONTRO L: K ev=O. Hev=0.000 235.30 235.30 235.30 235.30 .000 .000 Free Outfall FULLY CHA RGED RISER, DOWNSTREAM CONTRO L: K ev=O. Hev=0.000 235.40 * 235.40 235.40 235.40 .000 .000 Free Outfall FULLY CHA RGED RISER, DOWNSTREAM CONTRO L: K ev=O. Hev=0.000 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.07 RATING T=:BLF FOR ONE OUTLFT TYPE Structure ID = RO (Inlet Box) ----------------- --------------- Upstream ID = (Pond Water S ------ urface) DNstream ID = CO ( Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error ft -------- cfs ------- ft ft - ------- --- ft +/ -ft +/-cfs ft +/-ft 235.50 * ----- 235.50 235.50 ------- -- 235.50 ---- ------ .000 .000 ---- Free --- ------- Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 235.60 * 235.60 235.60 235.60 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 235.70 * 235.70 235.70 235.70 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 235.80 235.80 235.80 235.80 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 235.90 235.90 235.90 235.90 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 236.00 236.00 236.00 236.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.08 RATING TABLE FOR ONE OUTLET TYPE Str ucture ID = 00 (Orifice- Circular) --- Ups --------- tream ID ----------------- = (Pond Wate --------- r Surface) DNs tream ID CO (Culvert- Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft + /-cfs ft +/-ft -------- 232.00 ------- .00 - ------- - ... ------- ... ------- ... ------ - ... ----- ... ----- Free -- ------- Outfall WS below an invert; no flow. 232.10 .01 232.10 Free 230.50 .000 .000 Free Outfall CR IT.DEPTH CONTROL Vh= .017 ft Dcr= .083ft CRI T.DEPTH Hev= .OOft 232.20 .04 232.20 Free 230.59 .000 .000 Free Outfall H =.12 232.30 .06 232.30 Free 230.63 .000 .000 Free Outfall H =.22 232.40 .07 232.40 Free 230.64 .000 .000 Free Outfall H =.32 232.50 .08 232.50 Free 230.64 .000 .000 Free Outfall H =.42 232.60 .09 232.60 Free 230.65 .000 .000 Free Outfall H =.52 232.70 .09 232.70 Free 230.66 .000 .000 Free Outfall H =.62 232.80 .10 232.80 Free 230.66 .000 .000 Free Outfall H =.72 232.90 .11 232.90 Free 230.66 .000 .000 Free Outfall H =.82 233.00 .12 233.00 Free 230.68 .000 .000 Free Outfall H =.92 233.10 .12 233.10 Free 230.68 .000 .000 Free Outfall H =1.02 233.20 .13 233.20 Free 230.69 .000 .000 Free Outfall H =1.12 233.30 .13 233.30 Free 230.69 .000 .000 Free Outfall H =1.22 233.40 .14 233.40 Free 230.69 .000 .000 Free Outfall H =1.32 233.50 .14 233.50 Free 230.69 .000 .000 Free Outfall H =1.42 233.60 .15 233.60 Free 230.70 .000 .000 Free Outfall H =1.52 233.70 .15 233.70 Free 230.70 .000 .000 Free Outfall H =1.62 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.09 RATING TABLE FOR ONE OUTLET TYPE Structure ---------- ID = 00 ---------- (Orifice -------- -Circular) ---------- Upstream ID = ( Pond Wat er Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft -------- cfs ------- ft - ------- ft ------- ft +/-ft +/-cfs ft +/-ft 233.75 .16 233.75 - Free ------- 230.70 ------ ------ .000 .000 ------- ------- Free Outfall H --1.67 233.80 .16 233.80 Free 230.90 .000 .000 Free Outfall H -1.72 233.90 .16 233.90 Free 231.33 .000 .000 Free Outfall H =1.82 234.00 .17 234.00 Free 231.73 .000 .000 Free Outfall H =1.92 234.10 .17 234.10 232.13 232.13 .000 .000 Free Outfall H =1.97 234.20 .16 234.20 232.53 232.53 .000 .000 Free Outfall H =1.67 234.30 .14 234.30 232.96 232.96 .000 .000 Free Outfall H =1.34 234.40 .12 234.40 233.47 233.47 .000 .000 Free Outfall H =.93 234.50 .04 234.50 234.37 234.37 .000 .000 Free Outfall H =.13 234.60 234.60 234.60 234.60 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 234.70 234.70 234.70 234.70 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 234.80 * 234.80 234.80 234.80 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLI NG STRUCTURE 234.90 * 234.90 234.90 234.90 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 235.00 * 235.00 235.00 235.00 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 235.10 * 235.10 235.10 235.10 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 235.20 * 235.20 235.20 235.20 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 235.30 235.30 235.30 235.30 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE 235.40 * 235.40 235.40 235.40 .000 .000 Free Outfall FLOW PREC EDENCE SET TO DOWN STREAM CONTROLLING STRUCTURE SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.10 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 00 (Orifice-Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft -------- 235.50 ------- - ------- -------- 235.50 235.50 ------- ------ ------ ------- ------- 235.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 235.60 * 235.60 235.60 235.60 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 235.70 235.70 235.70 235.70 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 235.80 235.80 235.80 235.80 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 235.90 * 235.90 235.90 235.90 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 236.00 236.00 236.00 236.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.11 RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 65.46 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft -- --- cfs ft ft ft -F/ -ft +/-cfs ft +/-ft -- - 232.00 ------- .00 - ------- ... -------- ------- -- ... ---- ... ------ ... ------- ------- Free Outfall WS below a n invert; no flow. 232.10 * 230.50 Free Free .000 .004 Free Outfall FLOW PRECE DENCE SET TO UPSTREAM CONT ROLLING STRUCTURE 232.20 .04 230.59 Free Free .000 .005 Free Outfall CRIT.DEPTH CONTROL Vh= .021ft Dcr= .062ft CRIT.DEPTH Hev= .OOft 232.30 .06 230.63 Free Free .000 .008 Free Outfall CRIT.DEPTH CONTROL Vh= .029ft Dcr= .086ft CRIT.DEPTH Hev= .OOft 232.40 .08 230.64 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .032ft Dcr= .094ft CRIT.DEPTH Hev= .OOft 232.50 .08 230.64 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .032ft Dcr= .094ft CRIT.DEPTH Ilev= .OOft 232.60 .09 230.65 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .034ft Dcr= .102ft CRIT.DEPTH Hev= .OOft 232.70 .10 230.66 Free Free .000 .009 Free Outfall CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .OOft 232.80 .10 230.66 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .OOft 232.90 .10 230.66 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .00ft 233.00 .12 230.68 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .040ft Dcr= .117ft CRIT.DEPTH Hev= .OOft 233.10 .12 230.68 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .040ft Dcr= .117ft CRIT.DEPTH Hev= .OOft 233.20 .14 230.69 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft 233.30 .14 230.69 Free Free .000 .006 Free Outfall CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft 233.40 .14 230.69 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Ilev= .OOft 233.50 .14 230.69 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft 233.60 .16 230.70 Free Free .000 .008 Free Outfall CRIT.DEPTH CONTROL Vh= .045ft Dcr= .133ft CRIT.DEPTH Hev= .OOft 233.70 .16 230.70 Free Free .000 .003 Free Outfall CRIT.DEPTH CONTROL Vh= .045ft Dcr= .133ft CRIT.DEPTH Hev= .OOft SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Type.... Individual Outlet Curves Name.... Outlet 2 Fi.le.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 65.46 cfs UPstream ID's- R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft -- ft +/- ------- --- ft +/-cfs --- ------ - ft ----- +/-ft - ------- -------- 233.75 -------- .16 ------- ------ 230.70 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .045ft Dcr= .133ft CRIT.DEPTH Hev= .OOft 233.80 .59 230.90 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .091ft Dcr= .265ft CRIT.DEPTH Hev= .OOft 233.90 2.42 231.33 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .193ft Dcr= .541ft CRIT.DEPTH Hev= .OOft 234.00 5.04 231.73 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .295ft Dcr= .791ft CRIT.DEPTH Hev= .OOft 234.10 8.23 232.13 Free Free .000 .002 Free Outfall CRIT.DEPTH CONTROL Vh- .404ft Dcr= 1.022ft CRIT.DEPTH Hev= .OOft 234.20 11.87 232.53 Free Free .000 .044 Free Outfall CRIT.DEPTH CONTROL Vh= .525ft Dcr= 1.238ft CRI T.DEPTH Hev= .OOft 234.30 16.01 232.96 Free Free .000 .017 Free Outfall CRIT.DEPTH CONTROL Vh= .676ft Dcr= 1.443ft CRIT.DEPTH Hev= .OOft 234.40 20.52 233.47 Free Free .000 .015 Free Outfall INLET CONTROL... Submerged: HW =2.97 234.50 25.40 234.37 Free Free .000 .057 Free Outfall INLET CONTROL... Submerged: HW =3.87 234.60 26.50 234.60 Free Free .000 4.028 Free Outfall INLET CONTROL... Submerged: HW =4.10 234.70 26.97 234.70 Free Free .000 9.106 Free Outfall INLET CONTROL... Submerged: HW =4.20 234.80 27.42 234.80 Free Free .000 14.496 Free Outfall INLET CONTROL... Submerged: HW =4.30 234.90 27.87 234.90 Free Free .000 20.170 Free Outfall INLET CONTROL... Submerged: HW =4.40 235.00 28.31 235.00 Free Free .000 26.130 Free Outfall INLET CONTROL... Submerged: HW =4.50 235.10 28.75 235.10 Free Free .000 32.358 Free Outfall INLET CONTROL... Submerged: HW =4.60 235.20 29.17 235.20 Free Free .000 38.847 Free Outfall INLET CONTROL... Submerged: HW =4.70 235.30 29.60 235.30 Free Free .000 45.575 Free Outfall INLET CONTROL... Submerged: HW =4.80 235.40 30.01 235.40 Free Free .000 52.554 Free Outfall INLET CONTROL... Submerged: HW =4.90 Page 6.12 SIN: DOYXYWH3NLBE PondPack (10.00.015.00) 1:29 PM Withers & Ravenel 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.13 RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert-Circular) -------------------------------------- Mannings open channel maximum capacity: 65.46 cfs UPstream ID's= R0, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Err or Error TW Error ft -------- cfs -------- ft ft ------- -------- ft +/- ft +/-cfs ft +/-ft 235.50 30.42 235.50 Free ------- Free --- --- ------ .000 59.762 ------ Free - ------- Outfall INLET CONTROL... Submerged: HW =5.00 235.60 30.83 235.60 Free Free .000 63.777 Free Outfall INLET CONTROL... Submerged: HW =5.10 235.70 31.23 235.70 Free Free .000 65.901 Free Outfall INLET CONTROL... Submerged: HW =5.20 235.80 31.62 235.80 Free Free .000 6'7.967 Free Outfall INLET CONTROL... Submerged: HW =5.30 235.90 32.01 235.90 Free Free .000 69.974 Free Outfall INLET CONTROL... Submerged: HW =5.40 236.00 32.40 236.00 Free Free .000 71.937 Free Outfall INLET CONTROL... Submerged: HW =5.50 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID - WO (Weir-Rectangular) ------------------------ Upstream ID = (Pond -------------- Water Surface) DNs tream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes --------- WS Elev. ------- Q --------------- TW Elev Converge ---- ---------------------- ft -------- cfs ------- ft +/-ft -------- ----- Com ---- putation Messages ---------------------- 232.00 .00 Free Outfall WS below an invert; no flow. 232.10 .00 Free Outfall WS below an invert; no flow. 232.20 .00 Free Outfall WS below an invert; no flow. 232.30 .00 Free Outfall WS below an invert; no flow. 232.40 .00 Free Outfall WS below an invert; no flow. 232.50 .00 Free Outfall WS below an invert; no flow. 232.60 .00 Free Outfall WS below an invert; no flow. 232.70 .00 Free Outf.all WS below an invert; no flow. 232.80 .00 Free Outfall WS below an invert; no flow. 232.90 .00 Free Outfall WS below an invert; no flow. 233.00 .00 Free Outfall WS below an invert; no flow. 233.10 .00 Free Outfall WS below an invert; no flow. 233.20 .00 Free Outfall WS below an invert; no flow. 233.30 .00 Free Outfall WS below an invert; no flow. 233.40 .00 Free Outfall WS below an invert; no flow. 233.50 .00 Free Outfall WS below an invert; no flow. 233.60 .00 Free Outfall WS below an invert; no flow. Page 6.14 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.15 RATIUC TABLE FOR ONE OUTLET TYPE Structure ID = WO -------------------- (Weir-Rectangular) ------------------ Ups tream ID = (Pon d Water Surface) DNs tream ID = TW (Pon d Outfall) WS Elev,Device Q Tail Water Notes --------- WS Elev. ------- Q --------------- TW Elev Converge --- ----------------------- ft -------- cfs ------- ft +/-ft -------- ----- Co --- mputation Messages ----------------------- 233.70 .00 Free Outfall WS below an invert; no flow. 233.75 .00 Free Outfall WS below an invert; no flow. 233.80 .00 Free Outfall WS below an invert; no flow. 233.90 .00 Free Outfall WS below an invert; no flow. 234.00 .00 Free Outfall WS below an invert; no flow. 234.10 .00 Free Outfall WS below an invert; no flow. 234.20 .00 Free Outfall WS below an invert; no flow. 234.30 .00 Free Outfall WS below an invert; no flow. 234.40 .00 Free Outfall WS below an invert; no flow. 234.50 .00 Free Outfall WS below an invert; no flow. 234.60 .00 Free Outfall WS below an invert; no flow. 234.70 .00 Free Outfall WS below an invert; no flow. 234.80 .00 Free Outfall WS below an invert; no flow. 234.90 .00 Free Outfall WS below an invert; no flow. 235.00 .00 Free Outfall WS below an invert; no flow. 235.10 .19 Free Outfall H= .10; Htw=.00; Qfree= .19; 235.20 .54 Free Outfall H= .20; Htw=.00; Qfree= .54; SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Individual Outlet Curves Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = WO (Weir-Rectangular) ---- - - -- ----------------- Upstream ID = --------- -- - - (Pond Water Surface) DNstream ID = T W (Pond Outfall) WS Elev,Device Q ---------------- Tail Water -------------- Notes - -------------------------- WS Elev. Q TW Elev Conve rge ft -------- cfs ------- ft +/-f -------- ---- t Computation Messages - -------------------------- 235.30 .99 Free Outfall H= .30; Htw=.00; Qfree=.99; 235.40 1.52 Free Outfall H= .40; Htw=.00; Qfree=1.52; 235.50 2.12 Free Outfall H= .50; Htw=.00; Qfree=2.12; 235.60 2.79 Free Outfall H= .60; Htw=.00; Qfree=2.79; 235.70 3.51 Free Outfall H= .70; Htw=.00; Qfree=3.51; 235.80 4.29 Free Outfall H= .80; Htw=.00; Qfree=4.29; 235.90 5.12 Free Outfall H= .90; Htw=.00; Qfree=5.12; 236.00 6.00 Free Outfall H= 1.00; Htw=.00; Qfree=6.00; Page 6.16 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 2 File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw Page 6.17 * *II COMPOSITE OUTFLOW SU11MARY **?* WS Elev, Total Q Notes -------- -------- ------ -- Converge ---------- --- ------------ Elev. Q TW El ev Error ft -------- cfs ------- ft - +/-ft Contributing Structures 232.00 .00 ----- Free -- ----- - Outfall ---------- (no Q: RO --- ,OO ------------ ,CO,WO) 232.10 .01 Free Outfall OO,CO (no Q: RO,WO) 232.20 .04 Free Outfall OO,CO (no Q: RO,WO) 232.30 .06 Free Outfall OO,CO (no Q: RO,WO) 232.40 .07 Free Outfall OO,CO (no Q: RO,WO) 232.50 .08 Free Outfall OO,CO (no Q: RO,WO) 232.60 .09 Free Outfall OO,CO (no Q: RO,WO) 232.70 .10 Free Outfall OO,CO (no Q: RO,WO) 232.80 .10 Free Outfall OO,CO (no Q: RO,WO) 232.90 .10 Free Outfall OO,CO (no Q: RO,WO) 233.00 .12 Free Outfall OO,CO (no Q: RO,WO) 233.10 .12 Free Outfall OO,CO (no Q: RO,WO) 233.20 .13 Free Outfall OO,CO (no Q: RO,WO) 233.30 .14 Free Outfall OO,CO (no Q: RO,WO) 233.40 .14 Free Outfall OO,CO (no Q: RO,WO) 233.50 .14 Free Outfall OO,CO (no Q: RO,WO) 233.60 .16 Free Outfall OO,CO (no Q: RO,WO) 233.70 .16 Free Outfall OO,CO (no Q: RO,WO) 233.75 .16 Free Outfall OO,CO (no Q: RO,WO) 233.80 .59 Free Outfall RO,OO,CO (no Q: WO) 233.90 2.42 Free Outfall RO,OO,CO (no Q: WO) 234.00 5.04 Free Outfall RO,OO,CO (no Q: WO) 234.10 8.23 Free Outfall RO,OO,CO (no Q: WO) 234.20 11.87 Free Outfall RO,OO,CO (no Q: WO) 234.30 16.01 Free Outfall RO,OO,CO (no Q: WO) 234.40 20.52 Free Outfall RO,OO,CO (no Q: WO) 234.50 25.40 Free Outfall RO,OO,CO (no Q: WO) 234.60 26.50 Free Outfall RO,CO (no Q: OO,WO) 234.70 26.97 Free Outfall RO,OO,CO (no Q: WO) 234.80 27.42 Free Outfall RO,OO,CO (no Q: WO) 234.90 27.87 Free Outfall RO,CO (no Q: OO,WO) 235.00 28.31 Free Outfall RO,CO (no Q: OO,WO) 235.10 28.94 Free Outfall RO,CO,WO (no Q: 00) 235.20 29.71 Free Outfall RO,CO,WO (no Q: 00) 235.30 30.59 Free Outfall RO,CO,WO (no Q: 00) 235.40 31.53 Free Outfall RO,CO,WO (no Q: 00) 235.50 32.54 Free Outfall RO,CO,WO (no Q: 00) 235.60 33.62 Free Outfall RO,CO,WO (no Q: 00) SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Type.... Composite Rating Curve Name.... Outlet 2 Page 6.18 " ' COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes -------- -------- ------ -- Converge -------- ----- --- --------- Elev. Q TW El ev Error ft cfs ft +/-ft Contribu ting Str uctures -------- 235.70 ------- 34.74 ------ Free -- ----- Outfall --------- RO,CO,WO ----- (no --- Q: --------- 00) 235.80 35.91 Free Outfall RO,CO,WO (no Q: 00) 235.90 37.14 Free Outfall RO,CO,WO (no Q: 00) 236.00 38.40 Free Outfall RO,CO,WO (no Q: 00) SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 Appendix A Index of Starting Page Numbers for ID Names A-1 ----- A AREA 2... 3.01, 4.01 ----- B ----- BMP 3.2... 5.01 ----- 0 ----- Outlet 2... 6.01, 6.05, 6.17 ----- W ----- Watershed... 1.01, 2.01, 2.02, 2.03, 2.04 SIN: DOYXYWH3NLBE Withers & Ravenel PondPack (10.00.015.00) 1:29 PM 7/27/2007 BMP SIZING CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase 15tormwater Management Report May zoo? Project Name: Wendell Falls - BMP# 1.1 Project #: 205261.04 City/State: WENDELL, NC Date: 16-Jul-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Rmmnvni Fffirienrv in the PiPdmnnt % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. b, April 1999 Total Drainage Area = 4.86 ac Impervious Surfaces = 2.28 ac Undisturbed & Managed Open Space = 2.58 ac % Impervious Surface Area = 46.9 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.96 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.095 acres SA = 4149 sq ft Normal pool elevation = 249.83 feet Surface area provided = 0.10 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.47 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.191 acre-ft 8329 cu. ft. Proposed orifice elevation = 249.83 feet Runoff storage provided 0.191 ac-ft BMP Sizing-FES101.xis - BMP Sizing 7/27/2007 Project Name: Wendell Falls BMP 1.1 City//State: Wendell, NC STORMWATER BMP - Constructed Wetland (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: Head: Draw down time: 0.191 Acre-ft 1.5 ft 96 hrs 8319.96 cf 0.75 ft 345600 s Orifice Area = Orifice Diameter = 0.005773 sq. ft 1.02884 in 0.831352 sq. in Project #: 205261 Date: 2 6-j u I-07 Constants 9 = 32.2 ft/s2 Cd= 0.6 USE 1.0" DIAMETER ORIFICE Project Name: Wendell Falls, SF-1 -BMP #1.2 City/State: Wendell, NC Proiect #: 205261.04 Date: 16-Jul-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal Ffficiencv in the Piedmont % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999 Total Drainage Area = 9.41 ac Impervious Surfaces = 3.85 ac Undisturbed & Managed Open Space = 5.56 ac % Impervious Surface Area = 40.9 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.76 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.166 acres SA = 7214 sq ft Normal pool elevation = 220.0 feet Surface area provided = 0.166 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.42 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.328 acre-ft 14286 cu. ft. Proposed orifice elevation = 220.00 feet Runoff storage provided = 0.328 ac-ft BMP Sizing-FES201.xis - BMP Sizing 7/27/2007 Project Name: Wendell Falls SF 1 BMP #1.2 City/State: Raleigh, NC STORMWATER BMP - Constructed Wetland (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: 0.328 Acre-ft 14287.68 cf Head: 1.5 ft 0.75 ft Draw down time: 75 hrs 270000s Orifice Area = 0.01269 sq. ft 1.827408 sq. in Orifice Diameter = 1.525362 in USE 1.5" DIAMETER ORIFICE Project #: 20526104 Date: 18-j u I-07 Constants g = 32.2 ft/s2 Cd= 0.6 Proiect Name: Wendell Falls, SF 1, BMP #1.3 City/State: WENDELL, NC Proiect #: 205261.04 Date: 11-Jul-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal Efhciencv in the Piedmont % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999 Total Drainage Area = 11.04 ac Impervious Surfaces = 4.31 ac Undisturbed & Managed Open Space = 6.73 ac % Impervious Surface Area = 39.1 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.69 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.187 acres SA = 8127 sq ft Normal pool elevation = 214.0 feet Surface area provided = 0.187 acres Surface area provided = 8132 sq ft 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.40 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.370 acre-ft 16100 cu. ft. Proposed orifice elevation = 214.00 feet Runoff storage provided = 0.370 ac-ft BMP Sizing-FES301.xls - BMP Sizing 7/27/2007 Project Name: BMP 1.3 City/State: Wendell, NC STORMWATER BMP - Constructed Wetland (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: Head: Draw down time: 0.971 Acre-ft 42296.76 cf 1.5 ft 0.75 ft 96 hrs 345600s Orifice Area = 0.02935 sq. ft Orifice Diameter = 2.319748 in 4.226404 sq. in Project #: 2050261 Date: 18-j u I-07 Constants 9 = 32.2 ft/s2 Cd= 0.6 USE 2.5" DIAMETER ORIFICE Proiect Name: Wendell Falls, SF-2,- BMP #2.1 Proiect #: 205261.04 City/State: WENDELL, NC Date: 17-Jul-06 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant RPmnval FfficiPnrv in the Piedmont % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Nractices, pg. b, April 1UUV Total Drainage Area = 6.59 ac Impervious Surfaces = 2.97 ac Undisturbed & Managed Open Space = 3.62 ac % Impervious Surface Area = 45.1 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.90 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.125 acres SA = 5454 sq ft Normal pool elevation = 222.0 feet Surface area provided = 0.125 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.46 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.250 acre-ft 10901 cu. ft. Proposed orifice elevation = 222.00 feet Runoff storage provided = 0.250 ac-ft BMP 2.1 Sizing.xls - BMP Sizing 7/27/2007 Project Name: Wendell Falls, SF 2, BM? #2.1 City/State: Wendell, NC STORMWATER BMP - Constructed Wetland (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: Head: Draw down time: Orifice Area = 0.008726 sq. ft Orifice Diameter = 1.264841 in 0.25 Acre-ft 10890 cf 2 ft 1 ft 72 hrs 259200 s 1.256496 sq. in Project #: 205261.04 Date: 18-j u I-07 Constants 9 = 32.2 ft/s2 Cd= 0.6 USE 1.5" DIAMETER ORIFICE Project Name: Wendell Falls, SF-2 - BMP #2.2 City/State: WENDELL, NC Project #: 205261.04 Date: 11-Jul-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Remnval Ffficiencv in the Piedmont % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999 Total Drainage Area = 29.27 ac Impervious Surfaces = 8.96 ac Undisturbed & Managed Open Space = 20.31 ac % Impervious Surface Area = 30.6 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.36 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.398 acres Normal pool elevation = 214.0 feet Surface area provided = 0.402 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.33 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.794 acre-ft 34589 cu. ft. Proposed orifice elevation = 214.00 feet Runoff storage provided = 0.794 ac-ft BMP 2.2 Sizing.xls - BMP Sizing 7/27/2007 Project Name: Wendell Falls, SF 2, BMP #2.2 City/State: Wendell, NC STORMWATER BMP - Constructed Wetland (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: 0.794 Acre-ft Head: 1.5 ft Draw down time: 96 hrs Orifice Area = 0.024 sq. ft Orifice Diameter = 2.09769 in 34586.64 cf 0.75 ft 345600 s 3.455989 sq. in Project #: 205261.04 Date: 18-j u I-0 7 Constants g = 32.2 ft/s2 Cd= 0.6 USE 2.0" DIAMETER ORIFICE Project Name: SF-3 BMP 3.1 City/State: WENDELL, NC Proiect #: 205261.04 Date: 15-Jan-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Pamnva/ Fffirianrv in the Pipdmnnt % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. b, Apni ivua Total Drainage Area = 26.96 ac Impervious Surfaces = 11.94 ac Undisturbed & Managed Open Space = 15.02 ac % Impervious Surface Area = 44.3 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 1.87 % From Table 1.1 Minimum pond surface area (SA) _ (DA' SA/DA ratio)/100 SA = 0.504 acres Normal pool elevation = 216.0 feet Surface area provided = 0.51 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.45 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 1.008 acre-ft 43901 cu. ft. Proposed orifice elevation = 216 feet Runoff storage provided = 2.138 ac-ft BMP Sizing.xls - BMP #3.1 3/30/2007 Project Name: SF-3 BMP 3.1 City/State: Raleigh, NC STORMWATER BMP -Constructed Wetlands Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume Head Draw down time Orifice Area = 0.064624 sq. ft Orifice Diameter = 3.442191 in 2.138 Acre-ft 93131.28 cf 1.5 ft 0.75 ft 96 hrs 345600 s 9.305924 sq. in Project #: 205261.04 Date: 15-Jan-07 Constants g = 32.2 ft/sz Cd= 0.6 USE 3" DIAMETER ORIFICE • Project Name: SF-3 BMP 3.2 Proiect #: 205261.04 City/State: WENDELL, NC Date: 8-May-07 Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Ramnval Ff t-iancv in tho PiPdmnnt % Impervious Cover Permanent Pool Depth (feet) 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999 Total Drainage Area = 7.75 ac Impervious Surfaces = 4.03 ac Undisturbed & Managed Open Space = 2.75 ac % Impervious Surface Area = 52.0 % Surface Area of Permanent Pool: Assumed depth = 3 feet SA/DA ratio = 2.13 % From Table 1.1 Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100 SA = 0.165 acres Normal pool elevation = 232.0 feet Surface area provided = 0.17 acres 1-Inch Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in. I = Percent impervious Rv = 0.52 in./in. Total runoff volume from 1-inch precipitation: Runoff volume, S = (Design rainfall) (Rv) (Drainage Area) S = 0.335 acre-ft 14573 cu. ft. Proposed orifice elevation = 233.5 feet Runoff storage provided = 0.358 ac-ft BMP Sizing.xls - BMP #3.2 5/9/2007 Project Name: SF-3 BMP 3.2 City/State: Raleigh, NC STORMWATER BMP - Wet Pond (50% TN Removal) Orifice Calculator Q =Cd*A*(2gh)^(1/2) Variables WQ Volume: 0.358 Acre-ft 15594.48 cf Head: 1.5 ft 0.75 ft Draw down time: 49 hrs 176400 s Orifice Area = 0.021201 sq. ft 3.052882 sq. in Orifice Diameter = 1.971561 in Project #: 205261.04 Date: 8-May-07 Constants g = 32.2 ft/s2 Cd= 0.6 USE 2.0" DIAMETER ORIFICE WATER BUDGET ANALYSIS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 Wendell Falls Subdivision - BMP 1.1 Water Budget Analysis July 2007 1. Normal Precipitation Month Average Rainfall (in Beginning Volume (ac-ft Inflow ac-ft Ground Water (ac-ft) Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft) Infiltration (ac-ft) Evapo Rate (in Evapotran Rate (ac-ft) Net Volume (ac-ft) Ending Volume ac-ft) January 4.02 0.122 0 0 0.032 0.769 0.040 2.01 0.016 0.866 0.122 February 3.47 0.122 0 0 0.028 0.664 0.040 2.44 0.019 0.753 0.122 March 4.03 0.122 0 0 0.032 0.771 0.040 4.00 0.032 0.852 0.122 April 2.80 0.122 0 0 0.022 0.536 0.040 5.81 0.046 0.593 0.122 May 3.79 0.122 0 0 0.030 0.725 0.040 6.38 0.051 0.786 0.122 June 3.42 0.122 0 0 0.027 0.654 0.040 6.87 0.055 0.708 0.122 Jul 4.29 0.122 0 0 0.034 0.820 0.040 6.89 0.055 0.881 0.122 August 3.78 0.122 0 0 0.030 0.723 0.040 6.25 0.050 0.785 0.122 September 4.26 0.122 0 0 0.034 0.815 0.040 4.88 0.039 0.891 0.122 October 3.18 0.122 0 0 0.025 0.608 0.040 3.56 0.028 0.687 0.122 November 2.97 0.122 0 0 0.024 0.568 0.040 2.71 0.022 0.652 0.122 December 3.04 0. 122 0 0 0.024 0.581 0.040 2.15 0.017 0.670 0.122 Wetland Surface Area = 4149 sq ft Drainage Area = 4.86 ac Impervious Area = 2.28 ac % Impervious = 46.9% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Wendell Falls Subdivision - BMP 1.1 Water Budget Analysis July 2007 II. Drought Precipitation Month Average Rainfall (in) Beginning Volume (ac-ft) Inflow (ac-ft Ground Water ac-ft) Precipitation on Wetlands (ac-ft Runoff Drainage (ac-ft) Infiltration (ac-ft) Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft) January 4.02 0.122 0 0 0.032 0.769 0.040 2.01 0.016 0.866 0.122 February 3.47 0.122 0 0 0.028 0.664 0.040 2.44 0.019 0.753 0.122 March 4.03 0.122 0 0 0.032 0.771 0.040 4.00 0.032 0.852 0.122 April 2.80 0.122 0 0 0.022 0.536 0.040 5.81 0.046 0.593 0.122 May 3.03 0.122 0 0 0.024 0.580 0.040 6.38 0.051 0.635 0.122 June 3.42 0.122 0 0 0.027 0.654 0.040 6.87 0.055 0.708 0.122 Jul 0.21 0.122 0 0 0.002 0.041 0.040 6.89 0.055 0.070 0.070 August 3.78 0.070 0 0 0.030 0.723 0.040 6.25 0.050 0.733 0.122 September 4.26 0.122 0 0 0.034 0.815 0.040 4.88 0.039 0.891 0.122 October 3.18 0.122 0 0 0.025 0.608 0.040 3.56 0.028 0.687 0.122 November 2.97 0.122 0 0 0.024 0.568 0.040 2.71 0.022 0.652 0.122 December 3.04 0.122 0 0 0.024 0.581 0.040 2.15 0.017 0.670 0.122 Wetland Surface Area = 4149 sq ft Drainage Area = 4.860 ac Impervious Area = 2.280 ac % Impervious = 46.9% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate Wendell Falls Subdivision - BMP 1.2 Water Budget Analysis July 2007 1. Normal Precipitation Month Average Rainfall (in Beginning Volume (ac-ft) Inflow ac-ft) Ground Water ac-ft) Precipitation on Wetlands ac-ft) Runoff Drainage (ac-ft Infiltration (ac-ft Evapo Rate in Evapotran Rate (ac-ft) Net Volume (ac-ft Ending Volume (ac-ft) January 4.02 0.212 0 0 0.055 1.318 0.070 2.01 0.028 1.488 0.212 February 3.47 0.212 0 0 0.048 1.138 0.070 2.44 0.034 1.294 0.212 March 4.03 0.212 0 0 0.056 1.322 0.070 4.00 0.055 1.464 0.212 April 2.80 0.212 0 0 0.039 0.918 0.070 5.81 0.080 1.018 0.212 May 3.79 0.212 0 0 0.052 1.243 0.070 6.38 0.088 1.349 0.212 June 3.42 0.212 0 0 0.047 1.122 0.070 6.87 0.095 1.216 0.212 Jul 4.29 0.212 0 0 0.059 1.407 0.070 6.89 0.095 1.513 0.212 August 3.78 0.212 0 0 0.052 1.240 0.070 6.25 0.086 1.347 0.212 September 4.26 0.212 . 0 0 0.059 1.397 0.070 4.88 0.067 1.530 0.212 October 3.18 0.212 0 0 0.044 1.043 0.070 3.56 0.049 1.179 0.212 November 2.97 0.212 0 0 0.041 0.974 0.070 2.71 0.037 1.119 0.212 December 3.04 0.212 0 0 0.042 0.997 0.070 2.15 0.030 1.151 0.212 Wetland Surface Area = 7214 sq ft Drainage Area = 9.41 ac Impervious Area = 3.85 ac % Impervious = 40.9% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. 0000000000000000000000000000000000000000000 Wendell Falls Subdivision - BMP 1.2 Water Budget Analysis July 2007 II. Drought Precipitation Month Average Rainfall (in) Beginning Volume (ac-ft) Inflow (ac-ft Ground Water ac-ft Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft) Infiltration ac-ft Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume (ac-ft Ending Volume (ac-ft) January 4.02 0.212 0 0 0.055 1.318 0.070 2.01 0.028 1.488 0.212 February 3.47 0.212 0 0 0.048 1.138 0.070 2.44 0.034 1.294 0.212 March 4.03 0.212 0 0 0.056 1.322 0.070 4.00 0.055 1.464 0.212 April 2.80 0.212 0 0 0.039 0.918 0.070 5.81 0.080 1.018 0.212 May 3.79 0,212 0 0 0.052 1.243 0.070 6.38 0.088 1.349 0.212 June 3.42 0.212 0 0 0.047 1.122 0.070 6.87 0.095 1.216 0.212 Jul 0.21 0.212 0 0 0.003 0,069 0.070 6.89 0.095 0.118 0.118 August 3.78 0.118 0 0 0.052 1.240 0.070 6.25 0.086 1.253 0.212 September 4.26 0,212 0 0 0.059 1.397 0.070 4.88 0.067 1.530 0.212 October 3.18 0.212 0 0 0.044 1.043 0.070 3.56 0.049 1.179 0.212 November 2.97 0.212 0 0 0.041 0.974 0.070 2.71 0.037 1.119 0.212 December 3.04 0.212 0 0 0.042 0.997 0.070 2.15 0.030 1.151 0.212 Wetland Surface Area = 7214 sq ft Drainage Area = 9.41 ac Impervious Area = 3.85 ac % Impervious = 40.9% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate Wendell Falls Subdivision - BMP 1.3 Water Budget Analysis July 2007 1. Normal Precipitation Month Average Rainfall in Beginning Volume ac-ft) Inflow ac-ft) Ground Water ac-ft) Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft Infiltration (ac-ft Evapo Rate in) Evapotran Rate ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft) January 4.02 0.239 0 0 0.063 1.484 0.079 2.01 0.031 1.675 0.239 February 3.47 0.239 0 0 0.054 1.281 0.079 2.44 0.038 1.457 0.239 March 4.03 0.239 0 0 0.063 1.488 0.079 4.00 0.062 1.648 0.239 April 2.80 0.239 0 0 0.044 1.034 0.079 5.81 0.090 1.147 0.239 May 3.79 0.239 0 0 0.059 1.399 0.079 6.38 0.099 1.519 0.239 June 3.42 0.239 0 0 0,053 1.263 0.079 6.87 0.107 1.369 0.239 Jul 4.29 0.239 0 0 0.067 1.584 0.079 6.89 0.107 1.703 0.239 August 3.78 0.239 0 0 0.059 1.396 0.079 6.25 0.097 1.517 0.239 September 4.26 0.239 0 0 0.066 1.573 0.079 4.88 0.076 1.723 0.239 October 3.18 0.239 0 0 0.049 1.174 0.079 3.56 0.055 1.328 0.239 November 2.97 0.239 0 0 0.046 1.097 0.079 2.71 0.042 1.260 0.239 December 3.04 0.239 0 0 0.047 1.123 0.079 2.15 0.033 1.296 0.239 Wetland Surface Area = 8127 sq ft Drainage Area = 11.04 ac Impervious Area = 4.31 ac % Impervious = 39.0% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. 000000000000000000000•oooooooooooooo*oooo•o Wendell Falls Subdivision - BMP 1.3 Water Budget Analysis July 2007 II. Drought Precipitation Month Average Rainfall (in) Beginning Volume ac-ft Inflow ac-ft) Ground Water ac-ft Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft) Infiltration (ac-ft) Evapo Rate (in) Evapotran Rate (ac-ft Net Volume (ac-ft) Ending Volume (ac-ft January 4.02 0.239 0 0 0.063 1.484 0.079 2.01 0.031 1.675 0.239 February 3.47 0.239 0 0 0.054 1.281 0.079 2.44 0.038 1.457 0.239 March 4.03 0.239 0 0 0.063 1.488 0.079 4.00 0.062 1.648 0.239 April 2.80 0.239 0 0 0.044 1.034 0.079 5.81 0.090 1.147 0.239 May 3.79 0.239 0 0 0.059 1.399 0.079 6.38 0.099 1.519 0.239 June 3.42 0.239 0 0 0.053 1.263 0.079 6.87 0.107 1.369 0.239 Jul 0.21 0.239 0 0 0.003 0.078 0.079 6.89 0.107 0.133 0.133 August 3.78 0.133 0 0 0.059 1.396 0.079 6.25 0.097 1.411 0.239 September 4.26 0.239 0 0 0.066 1.573 0.079 4.88 0.076 1.723 0.239 October 3.18 0.239 0 0 0.049 1.174 0.079 3.56 0.055 1.328 0.239 November 2.97 0.239 0 0 0.046 1.097 0.079 2.71 0.042 1.260 0.239 December 3.04 0.239 0 0 0.047 1.123 0.079 2.15 0.033 1.296 0.239 Wetland Surface Area = 8127 sq ft Drainage Area = 11.04 ac Impervious Area = 4.31 ac % Impervious = 39.0% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate Wendell Falls Subdivision - BMP 2.1 Water Budget Analysis July 2007 1. Normal Precipitation Month Average Rainfall (in Beginning Volume (ac-ft Inflow (ac-ft Ground Water (ac-ft Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft Infiltration ac-ft) Evapo Rate (in) Evapotran Rate ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft January 4.02 0.161 0 0 0.042 1.006 0.053 2.01 0.021 1.135 0.161 February 3.47 0.161 0 0 0.036 0.868 0.053 2.44 0.025 0.987 0.161 March 4.03 0.161 0 0 0.042 1.008 0.053 4.00 0.042 1.116 0.161 April 2.80 0.161 0 0 0.029 0.701 0.053 5.81 0.061 0.777 0.161 May 3.79 0.161 0 0 0,040 0.948 0.053 6.38 0.067 1.029 0.161 June 3.42 0.161 0 0 0.036 0.856 0.053 6.87 0.072 0.927 0.161 Jul 4.29 0.161 0 0 0.045 1.073 0.053 6.89 0.072 1.154 0.161 August 3.78 0.161 0 0 0.039 0.946 0.053 6.25 0.065 1.028 0.161 September 4.26 0.161 0 0 0.044 1.066 0.053 4.88 0.051 1.167 0.161 October 3.18 0.161 0 0 0.033 0.796 0.053 3.56 0.037 0.899 0.161 November 2.97 0.161 0 0 0.031 0.743 0.053 2.71 0.028 0.854 0.161 December 3.04 0.161 0 0 0.032 0.761 0.053 2.15 0.022 0.878 0.161 Wetland Surface Area = 5454 sq ft Drainage Area = 6.59 ac Impervious Area = 2.97 ac % Impervious = 45.1% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Wendell Falls Subdivision - BMP 2.1 Water Budget Analysis July 2007 II. Drought Precipitation Month Average Rainfall (in) Beginning Volume (ac-ft Inflow ac-ft Ground Water ac-ft Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft Infiltration ac-ft Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft) January 4.02 0.161 0 0 0.042 1.006 0.053 2.01 0.021 1.135 0.161 February 3.47 0.161 0 0 0.036 0.868 0.053 2.44 0.025 0.987 0.161 March 4.03 0,161, 0 0 0.042 1.008 0.053 4.00 0.042 1.116 0.161 April 2.80 0.161 0 0 0.029 0.701 0.053 5.81 0.061 0.777 0.161 May 3.79 0.161 0 0 0.040 0.948 0.053 6.38 0.067 1.029 0.161 June 3.42 0.161 0 0 0,036 0.856 0.053 6.87 0.072 0.927 0.161 Jul 0.21 0.161 0 0 0.002 0.053 0.053 6.89 0.072 0.091 0.091 August 3.78 0.091 0 0 0.039 0.946 0.053 6.25 0.065 0.957 0.161 September 4.26 0.161 0 0 0.044 1.066 0.053 4.88 0.051 1.167 0.161 October 3.18 0.161 0 0 0.033 0.796 0.053 3.56 0.037 0.161 November 2.97 0.161 0 0 0.031 0.743 0.053 2.71 0.028 Et 0.161 December 3.04 0.161 0 0.032 0.761 0.053 2.15 0.022 0.161 Wetland Surface Area = 5454 sq ft Drainage Area = 6.59 ac Impervious Area = 2.97 ac % Impervious = 45.1% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate 0000000000900000000000000000000000000000000 Wendell Falls Subdivision - BMP 2.2 Water Budget Analysis July 2007 1. Normal Precipitation Month Average Rainfall in Beginning Volume (ac-ft) Inflow ac-ft Ground Water ac-ft Precipitation on Wetlands ac-ft) Runoff Drainage (ac-ft Infiltration (ac-ft Evapo Rate (in) Evapotran Rate (ac-ft Net Volume (ac-ft) Ending Volume ac-ft January 4.02 0.515 0 0 0.135 3.192 0.171 2.01 0.067 3.603 0.515 February 3.47 0.515 0 0 0.116 2.755 0.171 2.44 0.082 3.134 0.515 March 4.03 0.515 0 0 0.135 3.200 0.171 4.00 0.134 3.545 0.515 April 2.80 0.515 0 0 0.094 2.223 0.171 5.81 0.195 2.466 0.515 May 3.79 0.515 0 0 0.127 3.009 0.171 6.38 0.214 3.266 0.515 June 3.42 0.515 0 0 0,115 2.715 0.171 6.87 0.230 2.944 0.515 Jul 4.29 0.515 0 0 0.144 3.406 0.171 6.89 0.231 3.663 0.515 August 3.78 0.515 0 0 0.127 3.001 0.171 6.25 0.209 3.262 0.515 September 4.26 0.515 0 0 0.143 3.382 0.171 4.88 0.163 3.706 0.515 October 3.18 0.515 0 0 0.107 2.525 0.171 3.56 0.119 2.856 0.515 November 2.97 0.515 0 0 0.099 2.358 0.171 2.71 0.091 2.711 0.515 December 104 0.515 0 0 0.102 2.414 0.171 2.15 0.072 2.788 0.515 Wetland Surface Area = 17511 sq ft Drainage Area = 29.27 ac Impervious Area = 8.96 ac % Impervious = 30.6% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Wendell Falls Subdivision - BMP 2.2 Water Budget Analysis July 2007 Il. Drought Precipitation Month Average Rainfall in) Beginning Volume (ac-ft) Inflow ac-ft Ground Water ac-ft) Precipitation on Wetlands (ac-ft) Runoff Drainage ac-ft Infiltration ac-ft) Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume ac-ft) Ending Volume (ac-ft Janus 4.02 0.515 0 0 0.135 3.192 0.171 2.01 0.067 3.603 0.515 February 3.47 0.515 0 0 0.116 2.755 0.171 2.44 0.082 3.134 0.515 March 4.03 0.515 0 0 0.135 3.200 0.171 4.00 0.134 3.545 0.515 April 2.80 0.515 0 0 0,094 2.223 0.171 5.81 0.195 2.466 0.515 May 3.79 0.515 0 0 0.127 3.009 0.171 6.38 0.214 3.266 0.515 June 3.42 0.515 0 0 0.115 2.715 0.171 6.87 0.230 2.944 0.515 July 0.21 0.515 0 0 0.007 0.167 0.171 6.89 0.231 0.287 0.287 August 0.19 0.287 0 0 0.006 0.151 0.171 6.25 0.209 0.064 0.515 September 4.26 0.515 0 0 0.143 3.382 0.171 4.88 0.163 3.706 0.515 October 3.18 0.515 0 0 0.107 2.525 0.171 3.56 0.119 2.856 0.515 November 2.97 0.515 0 0 0.099 2.358 0.171 2.71 0.091 2.711 0.515 December 3.04 0.515 0 0 0.102 2.414 0.171 2.15 0.072 2.788 0.515 Wetland Surface Area = 17511 sq ft Drainage Area = 29.27 ac Impervious Area = 8.96 ac % Impervious = 30.6% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate 000000.00000000000000!••••••••••••io••••••• Wendell Falls Subdivision - BMP 3.1 Water Budget Analysis March 20, 2007 II. Drought Precipitation Month Average Rainfall (in) Beginning Volume (ac-ft) Inflow (ac-ft Ground Water ac-ft) Precipitation on Wetlands (ac-ft) Runoff Drainage ac-ft) Infiltration (ac-ft) Evapo Rate (in) Evapotran Rate ac-ft Net Volume ac-ft) Ending Volume (ac-ft) January 4.02 0.406 0 0 0.171 4.051 0.218 2.01 0.086 4.326 0.406 February 3.47 0,406 0 0 0.148 3.497 0.218 2.44 0.104 3.729 0.406 March 4.03 0.406 0 0 0.172 4.062 0.218 4.00 0.171 4.251 0.406 April 2.80 0.406 0 0 0.119 2.822 0.218 5.81 0.248 2.882 0.406 May 3.03 0.406 0 0 0.129 3.056 0.218 6.38 0.272 3.101 0.406 June 3.424 0.406 0 0 0.146 3.447 0.218 6.87 0.293 3.488 0.406 July 0.21` 0.406 0 0 0.009 0.216 0.218 639 0.294 0.120 0.120 August 3.78 > 0.120 0 0 0.161 3.810 0.218 6.25 0.267 3.607 0.406 September 4.26 0.406 0 0 0.182 4.293 0.218 4.88 0.208 4.455 0.406 October 3.18 0.406 0 0 0.136 3.205 0.218 3.56 0.152 3.377 0.406 November 2.97, 0.406 0 0 0.127 2.993 0.218 2.71 0.116 3.193 0.406 December 3.04 0.406 0 0 0.130 3.064 0.218 2.15 0.092 3.290 0.406 Wetland Surface Area = 22296.000 sq ft Drainage Area = 26.960 ac Impervious Area = 11.940 ac % Impervious = 0.443 Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate Wendell Falls Subdivision - BMP 3.1 Water Budget Analysis March 20, 2007 1. Normal Precipitation Month Average Rainfall in Beginning Volume ac-ft Inflow ac-ft Ground Water ac-ft Precipitation on Wetlands (ac-ft Runoff Drainage ac-ft) Infiltration (ac-ft Evapo Rate in Evapotran Rate ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft) January 4.02 0.406 0 0 0.057 1.345 0.072 2.01 0.028 1.707 0.406 February 3.47 0.406 0 0 0.049 1.161 0.072 2.44 0.035 1.509 0.406 March 4.03 0.406 0 0 0.057 1.348 0.072 4.00 0.057 1.682 0.406 April 2.80 0.406 0 0 0.040 0.937 0.072 5.81 0.082 1.228 0.406 May 3.79 0.406 0 0 0.054 1.268 0.072 6.38 0.090 1.565 0.406 June 3.42 0.406 0 0 0.048 1.144 0.072 6.87 0.097 1.429 0.406 Jul 4.29 0.406 0 0 0.061 1.435 0.072 6.89 0.098 1.732 0.406 August 3.78 0.406 0 0 0.054 1.265 0.072 6.25 0.089 1.563 0.406 September 4.26 0.406 0 0 0.060 1.425 0.072 4.88 0.069 1.750 0.406 October 3.18 0.406 0 0 0.045 1.064 0.072 3.56 0.050 1.392 0.406 November 2.97 0.406 0 0 0.042 0.994 0.072 2.71 0.038 1.331 0.406 December 3.04 0.406 0 0 0.043 1.017 0.072 2.15 0.030 1.363 0.406 Wetland Surface Area = 7405 sq ft Drainage Area = 7.75 ac Impervious Area = 4.03 ac % Impervious = 52.00% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. 0000000000000000000000000000000000000000000 Wendell Falls Subdivision - BMP 3.2 Water Budget Analysis March 20, 2007 II. Drought Precipitation Month Average Rainfall in Beginning Volume ac-ft) Inflow (ac-ft Ground Water (ac-ft) Precipitation on Wetlands (ac-ft) Runoff Drainage ac-ft Infiltration (ac-ft) Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume (ac-ft Ending Volume (ac-ft) January 4.02 0.128 0 0 0.056 1.345 0.071 2.01 0.028 1.430 0.128 February 3.47 0.128 0 0 0.048 1.161 0.071 2.44 0.034 1.232 0.128 March 4.03 0.128 0 0 0.056 1.348 0.071 4.00 0.055 1.406 0.128 April 2.80 0.128 0 0 0.039 0.937 0.071 5.81 0.080 0.952 0.128 May 3.03 0.128 0 0 0.042 1.014 0.071 6.38 0.088 1.025 0.128 June 3.42 0.128 0 0 0.047 1.144 0.071 6.87 0.095 1.154 0.128 Jul 0.21 0.128 0 0 0.003 0.072 0.071 6.89 0.095 0.037 0.037 August 3.78 0.033 0 0 0.052 1.265 0.071 6.25 0.087 1.193 0.128 September 4.26 0.128 0 0 0.059 1.425 0.071 4.88 0.068 1.474 0.128 October 3.18 0.128 0 0 0.044 1.064 0.071 3.56 0.049 1.116 0.128 November 2.97 0.128 0 0 0.041 0.994 0.071 2.71 0.038 1.055 0.128 December 3.04 0.128 0 0 0.042 1.017 0.071 2.15 0.030 1.087 0.128 Wetland Surface Area = 7235.000 sq ft Drainage Area = 7.750 ac Impervious Area = 4.030 ac % Impervious = 0.520 Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. Drought=95% of normal precipitation in month with highest evapotranspiration rate Wendell Falls Subdivision - BMP 3.2 Water Budget Analysis March 20, 2007 1. Normal Precipitation Month Average Rainfall (in Beginning Volume (ac-ft Inflow (ac-ft) Ground Water (ac-ft Precipitation on Wetlands (ac-ft) Runoff Drainage (ac-ft) Infiltration (ac-ft) Evapo Rate (in) Evapotran Rate (ac-ft) Net Volume (ac-ft) Ending Volume (ac-ft January 4.02 0.128 0 0 0.056 1.345 0.071 2.01 0.028 1.430 0.128 February 3.47 0.128 0 0 0.048 1.161 0.071 2.44 0.034 1.232 0.128 March 4.03 0.128 0 0 0.056 1.348 0.071 4.00 0.055 1.406 0.128 April 2.80 0.128 0 0 0.039 0.937 0.071 5.81 0.080 0.952 0.128 May 3.79 0.128 0 0 0.052 1.268 0.071 6.38 0.088 1.289 0.128 June 3.42 0.128 0 0 0.047 1.144 0.071 6.87 0.095 1.154 0.128 Jul 4.29 0.128 0 0 0.059 1.435 0.071 6.89 0.095 1.457 0.128 August 3.78 0.128 0 0 0.052 1.265 0.071 6.25 0.087 1.288 0.128 September 4.26 0.128 0 0 0.059 1.425 0.071 4.88 0.068 1.474 0.128 October 3.18 0.128 0 0 0.044 1.064 0.071 3.56 0.049 1.116 0.128 November 2.97 0.128 0 0 0.041 0.994 0.071 2.71 0.038 1.055 0.128 December 3.04 0.128 0 0 0.042 1.017 0.071 2.15 0.030 1.087 0.128 Wetland Surface Area = 7235 sq ft Drainage Area = 7.75 ac Impervious Area = 4.03 ac % Impervious = 52.00% Average Rainfall from National Weather Service for Raleigh area Inflow=Flow from other sources, such as stream diversions Evapotranspiration rates from North Carolina State Extension Servic Clay assumed to be 5E-06 cm/sec permeability. WORKSHEETS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 DWQ Project No. r La I I • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET • I. PROJECT INFORMATION (please complete the following information): • Project Name : Wendell Falls Subdivision BMP 1.1 Contact Person: Ken lesneck PE Phone Number: (919 ) 469-3340 For projects with multiple basins, specify which basin this worksheet applies to: BMP 1.1 Permanent Pool Elevation 249.83 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 251.50 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 4149 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 4.86 ac. (on-site and off-site drainage to the basin) Impervious Area 2.28 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 624 sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 1442 sq. ft. (at permanent pool elevation approximately 35%)* * " " Surface Area 1469 sq. ft. (at permanent pool elevation approximately 35%) -18 Marsh 9 • Micro Pool Surface Area 627 sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 8329 cu. ft. (volume detained on top of the permanent pool) • SA/DA used 1.96 (surface area to drainage area ratio)* Diameter of Orifice 1.0 in. (draw down orifice diameter) • II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for • additional information and will substantially delay final review and approval of the project • Applicants Initials l The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. N#' Vegetation above the permanent pool elevation is specified. • An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • ?' The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. t? A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see _ • http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET 1. PROJECT INFORMATION (please complete the following information): • Project Name : Wendell Falls Subdivision BMP 1.2 Contact Person: Ken Jesnec:k PE Phone Number: (919) 469-3340 • For projects with multiple basins, specify which basin this worksheet applies to: BMP 1.2 Permanent Pool Elevation Temporary Pool Elevation Permanent Pool Surface Area Drainage Area Impervious Area Forebay Surface Area Marsh 0"-9" Surface Area Marsh 9"-18" Surface Area Micro Pool Surface Area Temporary Pool Volume SA/DA used Diameter of Orifice REQUIRED ITEMS CHECKLIST (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (at permanent pool elevation approximately 15%)* (at permanent pool elevation approximately 35%)* (at permanent pool elevation approximately 35%)* (at permanent pool elevation approximately 15%)* (volume detained on top of the permanent pool) (surface area to drainage area ratio)* (draw down orifice diameter) Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project 220.00 ft. 222.58 ft. 7243 sq. ft 9.41 ac. 3.85 ac. 1082 sq. ft. 2558 sq. ft. 2513 sq. ft. 1089 sq, ft. 14286 cu. ft. 1.76 1.5 in (elevation of the orifice invert out) (elevation of the outlet structure invert in) 10 ,r The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. An emergency drain is provided to drain the basin. • The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. • A sediment disposal area is provided. ' Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • LA4 The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. i id d (see s prov e A site specific operation and maintenance agreement, signed and notarized by the responsible party • http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWO Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET 1. PROJECT INFORMATION (please complete the following information): • Project Name : Wendell Falls Subdivision BMP 1.3 Contact Person: Ken Jesneck PE Phone Number: (919) 469-3340 • For projects with multiple basins, specify which basin this worksheet applies to: BMP 1 3 Permanent Pool Elevation 214.00 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 215.75 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 8132 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 11.0 ac. (on-site and off-site drainage to the basin) Impervious Area 4.31 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 1229 sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 2865 sq. ft. (at permanent pool elevation approximately 35%)* * " " Surface Area 2814 sq. ft. (at permanent pool elevation approximately 35%) -18 Marsh 9 • Micro Pool Surface Area 1224 sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 16100 cu. ft. (volume detained on top of the permanent pool) • SA/DA used 1.69 (surface area to drainage area ratio)* Diameter of Orifice 2.5 in. (draw down orifice diameter) • II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project • Applicants Initials The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. An emergency drain is provided to drain the basin. • The temporary pool draws down in 2 to 5 days. 14 T_ Sediment storage is provided in the permanent pool. • A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • V1q The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see . http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET • I. PROJECT INFORMATION (please complete the following information): Project Name : Wendell Falls Subdivision BMP 2.1 Contact Person: Ken Jesneck. PE Phone Number: ( 919) 469-3340 • For projects with multiple basins, specify which basin this worksheet applies to: BMP 2.1 • Permanent Pool Elevation 222.00 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 223.72 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 5468 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 6.59 ac. (on-site and off-site drainage to the basin) Impervious Area 2.97 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 820 sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 1904 sq. ft. (at permanent pool elevation approximately 35%)* Marsh 9"-18" Surface Area 1910 sq. ft. (at permanent pool elevation approximately 35%)* • Micro Pool Surface Area 820 sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 10901 cu, ft. (volume detained on top of the permanent pool) . SA/DA used 1.90 (surface area to drainage area ratio)* Diameter of Orifice 1.5 in. (draw down orifice diameter) 11. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for • additional information and will substantially delay final review and approval of the project • A lic is Initials 1i Rl The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. • An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. 141 Sediment storage is provided in the permanent pool. • A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see . hftp:1/h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR • Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET 1. PROJECT INFORMATION (please complete the following information): Project Name : Wendell Falls Subdivision. BMP 2.2 Contact Person: Ken Jesneck. PE Phone Number: (919 ) 469-3340 • For projects with multiple basins, specify which basin this worksheet applies to: BMP 22 Permanent Pool Elevation 214.00 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 215.82 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 17508 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 2927 ac. (on-site and off-site drainage to the basin) Impervious Area 8.96 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 2628 sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 6128 sq. ft. (at permanent pool elevation approximately 35%)* * " " Surface Area 6114 sq. ft. (at permanent pool elevation approximately 35%) -18 Marsh 9 • Micro Pool Surface Area 2639 sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 34589 cu. ft. (volume detained on top of the permanent pool) • SA/DA used 1.36 (surface area to drainage area ratio)* Diameter of Orifice 2.0 in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for • additional information and will substantially delay final review and approval of the project • A nts Initials 101 The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. ? Vegetation above the permanent pool elevation is specified. • An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. 141 Sediment storage is provided in the permanent pool. • iYr A sediment disposal area is provided. Access is provided for maintenance. LAT • ' , A site specific, signed and notarized operation and maintenance agreement is provided. • The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see • http://h2o.ehnr.state.nc.us/ncwetiands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR • Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET 1. PROJECT INFORMATION (please complete the following information): Project Name : Wendell Falls Subdivision, BMP 3.1 Contact Person: Ken Jesneck. PE Phone Number: (919 ) 469-3340 • For projects with multiple basins, specify which basin this worksheet applies to: BMP 3.1 Permanent Pool Elevation 216.00 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 217.80 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 22296 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 26.96 ac. (on-site and off-site drainage to the basin) Impervious Area 15.0 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 3620 sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 7670 sq. ft. (at permanent pool elevation approximately 35%)* * " " Surface Area 7740 sq. ft. (at permanent pool elevation approximately 35%) -18 Marsh 9 • Micro Pool Surface Area 3260 sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 43901 cu. ft. (volume detained on top of the permanent pool) • SA/DA used 1.87 (surface area to drainage area ratio)* Diameter of Orifice 3.0 in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project • A is Initials The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. • A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. • An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. • ! A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see • http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR • Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET 1. PROJECT INFORMATION (please complete the following information): Project Name : Wendell Falls Subdivision BMP 3.2 Contact Person: Ken Jesneck PE Phone Number: (919 ) 469-3340 For projects with multiple basins, specify which basin this worksheet applies to: BMP 2 Permanent Pool Elevation 232.00 ft. (elevation of the orifice invert out) • Temporary Pool Elevation 233.75 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 7325 sq. ft. (water surface area at permanent pool elevation) • Drainage Area 7.75 ac. (on-site and off-site drainage to the basin) Impervious Area 4.03 ac. (on-site and off-site drainage to the basin) • Forebay Surface Area 1060 sq. ft. (at permanent pool elevation approximately 15%)' Marsh 0"-9" Surface Area 2665 sq. ft. (at permanent pool elevation approximately 35%)' Marsh 9"-18° Surface Area 2530 sq. ft. (at permanent pool elevation approximately 35%)' • Micro Pool Surface Area 1070 sq. ft. (at permanent pool elevation approximately 15%)' Temporary Pool Volume 14573 cu. ft. (volume detained on top of the permanent pool) • SA/DA used 2.13 (surface area to drainage area ratio) Diameter of Orifice 2.0 in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes • a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for • additional information and will substantially delay final review and approval of the project • A lic t Ilnitials The temporary pool controls runoff from the 1 inch rain. 1101. The basin side slopes are no steeper than 3:1. • LIN A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. • ' An emergency drain is provided to drain the basin. 10- The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. • A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. • The drainage area (including any offsite area) is delineated on a site plan. vil Access is provided for maintenance. • Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. id d e (see A site specific operation and maintenance agreement, signed and notarized by the responsible party is prov • http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc). " Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR • Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. OPERATION AND MAINTENANCE AGREEMENTS Wendell Falls Subdivision W&R Project 205261.04 Phase iStormwater Management Report May 2007 BMP 1.1 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM Permanent Pool Elevation 249.83 Sediment moval El. 247.5 75% t -- Sediment Removal Elevation 248- - 75% -.70- ------------------------------------------------------------ - Bottom E vation 246.85% -FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 • densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6. All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title Address: 5660 Six Forks Road, Suite 202, Raleigh, NC 27609 Phone Signature: -5 Date: April 2, 2007 r Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president- I, .?/???Zcs1 a Notary Public for the State of 11v?t County of do hereby certify that a` personally appeared before me this ';" day of ? _zoeo7, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, Alp- C % UTA G _ I H "e4 SEAL My commission expires le, Page 2 of 2 BMP 1.2 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM Permanent Pool Elevation 220.00 Sediment Removal El. 217.7 - ---------'- - - - - - Sediment Removal Elevation 218.88 --- 75% ------------------------------------ ------ Bottom E vation 217.0 5% 4 FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 • • f -- densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6_ All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address:_ Phone: Signature: 5660 Six Forks Road. Suite 202. Raleiah. NC 27609 Date: April 2, 2007 V Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, ?ZL J a Notary Public for the State of rV County of? do hereby certify that personally appeared before me this day of ;Loo7, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, ' E CR"fib NOTARY PUBUC )CA ` CaUP1Z?` SEAL My commission expires Page 2 of 2 • BMP 1.3 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT • The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays • and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: • a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. • b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. • 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. • 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to . maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is • reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be • removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. • When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. • BASIN DIAGRAM • 0 Permanent Pool Elevation 214.00 Sediment moval 211.7 5% • -------El-.- --------° Sediment Removal Elevation 212.88 75% -------------------------------------------- ------ Bottom Elevation 21 50 Bottom E vation 211.0 5 /o FOREBAY MAIN POND • Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6_ All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address: 5660 Six Forks Road, Suite 202, Raleigh, NC 27609 Phone Signature: Date: ADO 2. 2007 9 Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, A? a Notary Public for the State of ?? ,v County of? do hereby certify that personally appeared before me this -?` day of ?cc 7, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, NOTE RY PUBUC V SEAL My commission expires Page 2 of 2 BMP 2.1 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM V Permanent Pool Elevation 222.00 Sediment moval El. 219.7 5% ----------------- Sediment Removal Elevation 220.88 75% -------------------------------------------------- Bottom E vation 219.0 5% Bottom Elevation 220.50 125% FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 f densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6_ All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address: 5660 Six Forks Road, Suite 202, Raleigh, NC 27609 Phone Signature: 9191861-5299 Date: April 2, 2007 r Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, a Notary Public for the State of V)-Ck'Zi' eA ' vie County of? do hereby certify that personally appeared before me this -" day of oo 1, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, SEAL My commission expires ''? /G, ''ea Page 2 of 2 BMP 2.2 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM Permanent Pool Elevation 214.00 Sediment Removal El. 211.75 7h% Bottom E ------------- *-'- _/ Sediment Removal Elevation 212.88 ? 75% FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • _____ densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6_ All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address: 5660 Six Forks Road Suite 202, Raleigh NC 27609 Phone (919) 861-5299 Signature: Date: April 2, 2007 v Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. 1, At'. .z. ??=J a Notary Public for the State of ?j sick E1Lk4 cLZL , County of do hereby certify that - personally appeared before me this -2 day of hoc 7, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, M.. NOTA PUBLIC SEAL My commission expires Page 2 of 2 BMP 3.1 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM Permanent Pool Elevation 216.0 Sediment moval El. 213.5 75% -------------- -- Sediment Removal Elevation 214.88 75 /o ------ -------------------------------------- ------ Bottom E vation 213.0 5% FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 J - densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6. All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address: 5660 Six Forks Road Suite 202, Raleigh NC 27609 Phone Signature: Date: Aoril2.2007 919) 861-529 Note: The legally responsible party should not be a homeowners association unless more than 50% of the flots have been sold and a resident of the subdivision has been named the president. 1, a Notary Public for the State of Vl?-?f ic?z-see County of do hereby certify that personally appeared before me this. day ofpc37, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, J 'C ,UZI pia NOTARY PUBLIC ouN? ? SEAL My commission expires Page 2 of 2 BMP 3.2 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: 1. After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed. If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. BASIN DIAGRAM Permanent Pool Elevation 232.0 Sediment moval El. 229.5 75% ----------- Sediment Removal Elevation 231.88 75% Bottom E vation 229.0 5% FOREBAY MAIN POND Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting Page 1 of 2 densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 6. All components of the wetland detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Print name: Mike Jones Wendell Falls Residential LLC Title: Address: 5660 Six Forks Road, Suite 202, Raleigh NC 27609 Phone Signature: Date: ADril2.2007 91 Note: The legally responsible party should not be a homeowners association unless more than 50% of the QQlots have been sold and a resident of the subdivision has been named the president. , A? ""g. a Notary Public for the State of raj C'? County of do hereby certify that personally appeared before me this ?' ? day of ytr = a v I and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, ` E. C? NOTARY PUBUC X4. SEAL . L?. My commission expires --- Page 2 of 2 FLOTATION AND ANTI- SEEP CALCULATIONS Wendell Falls Subdivision W&R Project 205261.04 Phase 1Stormwater Management Report May 2007 Flotation Calculations Project No: 02050261.04 Calc. By: KLj Project Name: Wendell Falls - SF-1 BMP 1.1 Date: July, 2007 Components ?,Veights Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 6240 150.00 120.00 ---- OUtlet StrUCtUre Base Diameter Thickness (ft) (i n) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 2.58 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Walls Base Fillet Total Weight 2,236.42 0.00 0.00 2,236.42 (Ibs) Str+I Soil Weight = ((Base Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 1.00 (ft) Weight -2,201.43 (Ibs) Withers and Ravenel, Inc. Page 1 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - S F-1 BMP 1.1 Date: July, 2007 Bottom Slab Circular Diameter Thickness (ft) (in) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 6.00 6.00 12.00 5,400.00 (Ibs) - match Circular Diameter (i n) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Upward Acting Force Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 3.58 (ft) Buoyancy Force 4,098.18 (Ibs) I ;i, I(,r of Safet Factor of Safety = Downward Force of Structure and Soil/Upward F orce of Water Total Downward Force 5,434.99 (Ibs) Total Buoyancy Force 4,098.18 (Ibs) Factor of Safety 1.33 Withers and Ravenel, Inc. Page 2 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-1 BMP 1.2 Date: July, 2007 Components UVe.ights Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 -- Outlet Structure. Base Diameter Thickness (ft) (in) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 5.50 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Vol ume) x Weight of Concrete Walls Base Fillet Total Weight 4,767.57 0.00 0.00 4,767.57 (Ibs) Soil Soil Weight = ((Bas e Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 1.83 (ft) Weight -4,028.62 (Ibs) Withers and Ravenel, Inc. Page 3 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-1 BMP 1.2 Date: July, 2007 Bottom Slab Circular Diameter Thickness (ft) (in) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 8.00 8.00 12.00 9,600.00 (Ibs) I lcm h Opening Circular Diameter (i n) Total 1 0.00 Obs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Upward Acting F(;,( Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 6.50 (ft) Buoyancy Force 7,440.83 (Ibs) Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water Total Downward Force 10,338.95 (Ibs) Total Buoyancy Force 7,440.83 (Ibs) Factor of Safety = 1.39 Withers and Ravenel, Inc. Page 4 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-1 BMP 1.3 Date: July, 2007 Component,; Wei lit" Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 Outlet Stair ture Base Diameter Thickness (ft) (i n) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.63 3.75 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Walls Base Fillet Total Weight 3,250.62 0.00 0.00 3,250.62 (Ibs) Soil Soil Weight = ((Bas e Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 0.00 (ft) Weight 0.00 (Ibs) Withers and Ravenel, Inc. Page 5 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-1 BMP 1.3 Date: July, 2007 - ----- - -------- - B ciao l > > I a b Circular Diameter Thickness (ft) (i n) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 6.00 6.00 12.00 5,400.00 (Ibs) I latch Opening, Circular Diameter (in) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Upward Acting Force Upward Force Acting on Bottom of Structure = Base Area x Heig ht of Water x Weight of Water Total Height 4.75 (ft) Buoyancy Force 5,437.53 (Ibs) I Tu for of Safety Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water Total Downward Force 8,650.62 (Ibs) Total Buoyancy Force 5,437.53 (Ibs) Factor of Safety= 1.59 Withers and Ravenel, Inc. Page 6 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-2 BMP 2.1 Date: July, 2007 Component" Weights Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 Outlet Structure Base Diameter Thickness (ft) 0n) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 4.72 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Wails Base Fillet Total Weight 4,091.44 0.00 0.00 4,091.44 (Ibs) Soil Soil Weight = ((Base Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 1.00 (ft) Weight -2,201.43 (Ibs) Withers and Ravenel, Inc. Page 7 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-2 BMP 2.1 Date: July, 2007 Bottom Slab Circular Diameter Thickness (ft) (in) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 7.00 7.00 12.00 7,350.00 (Ibs) Hatch Opening Circular Diameter (i n) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) d \cti11!_1I tip Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 5.72 (ft) Buoyancy Force 6,547.93 (Ibs) Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water Total Downward Force 9,240.01 (Ibs) Total Buoyancy Force 6,547.93 (Ibs) Factor of Safety= 1.41 Withers and Ravenel, Inc. Page 8 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-2 BMP 2.2 Date: July, 2007 Cori:ponents Weights Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 Outlet s1flicture Base Diameter Thickness (ft) (in) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 5.82 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Walls Base Fillet Total Weight 5,044.96 0.00 0.00 5,044.96 (Ibs) Soil Soil Weight = ((Bas e Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 2.00 (ft) Weight -4,402.86 (Ibs) Withers and Ravenel, Inc. Page 9 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-2 BMP 2.2 Date: July, 2007 li<3ttoni S{ak, - -- -- Circular Diameter Thickness (ft) (in) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 8.00 8.00 12.00 9,600.00 (Ibs) Circular Diameter (i n) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Upward Acting Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 6.82 (ft) Buoyancy Force 7,807.15 (Ibs) Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water Total Downward Force 10,242.10 (Ibs) Total Buoyancy Force 7,807.15 (Ibs) Factor of Safety= 1.31 Withers and Ravenel, Inc. Page 10 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ SF-3 BMP 3.1 Date: May, 2007 Project Name: Wendell Falls - -- Con ou,, ants Weights Wgt. HZO Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 Crinder Manhole Base Diameter Thickness (ft) (i n) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 4.50 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwel) _ (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Walls Base Fillet Total Weight 3,900.74 0.00 0.00 3,900.74 (Ibs) ---- 501 I Soil Weight = ((Base Area - Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 1.50 (ft) Weight -3,302.14 (Ibs) Withers and Ravenel, Inc. Page 11 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-3 BMP 3.1 Date: May, 2007 L?ottonl S(ab Circular Diameter Thickness (ft) (in) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 7.00 7.00 12.00 7,350.00 (Ibs) Hatch Openinp- Circular Diameter (i n) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) - Up%vard Acting Force Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 5.50 (ft) Buoyancy Force 6,296.09 (Ibs) for of Safety Factor of Safety = Downward Force of Structure and Soil/Upward F orce of Water Total Downward Force 7,948.60 (Ibs) Total Buoyancy Force 6,296.09 (Ibs) Factor of Safety= 1.26 Withers and Ravenel, Inc. Page 12 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-3 BMP 3.2 Date: May, 2007 Cc>mponents Weights Wgt. H2O Wgt.Concrete Wgt. Soil (Sat) (Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.) 62.40 150.00 120.00 (;rinder Manhole Base Diameter Thickness (ft) (i n) 0.00 0.00 Walls Diameter Wall Height (ft) (ft) Outside 4.83 3.00 Inside 4.00 Fillet Volume (cu. ft) 0.00 Weight of Wetwell = (Outside Volume - Inside Volume + Fillet Volume) x Weight of Concrete Walls Base Fillet Total Weight 2,600.49 0.00 0.00 2,600.49 (Ibs) Soil Soil Weight = ((Bas e Area- Wetwell OD Area) x Height of Soil) x Weight of Soil Total Height 0.00 (ft) Weight 0.00 (Ibs) Withers and Ravenel, Inc. Page 13 of 14 Flotation Calculations Project No: 02050261.04 Calc. By: KLJ Project Name: Wendell Falls - SF-3 BMP 3.2 Date: May, 2007 Bottoni Slab --- Circular Diameter Thickness (ft) (i n) Total 0.00 0.00 0.00 (Ibs) Rectangular Width of slab Length of slab Thickness (ft) (ft) (in) Total 7.00 7.00 12.00 7,350.00 (Ibs) H,ifrh UpeninL, - - - - Circular Diameter (i n) Total 1 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) Rectangular Length Width (in) (in) Total 1 0.00 0.00 0.00 (Ibs) 2 0.00 (Ibs) 3 0.00 (Ibs) :",cting Force Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water Total Height 4.00 (ft) Buoyancy Force 4,578.97 (Ibs) I <til??r ? ?( ?<<fcIy Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water Total Downward Force 9,950.49 (Ibs) Total Buoyancy Force 4,578.97 (Ibs) Factor of Safety= 2.17 Withers and Ravenel, Inc. Page 14 of 14 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Project No. WITHERS &RAVENEL ENGINEERS I PLANNERS I SURVEYORS Subject ( LL- _0 Date By Sheet No. 1Z. _T 1. ?l (Lhht/J?G (ffNC-TT1 OF "Q? /ti 5/?J?J2 </vr?1 2;c)0vC Cl --?-5?? C ? -` 4 t o . n o? ??s? 2 . 1)rL-7cpv\A Jc 1,D,iAJ c,= -," ca, , (?s ? 2 ? e."..,c?2S Co ? ? Co ? 5 ?fl-cL ? C3 /S? F r a.,? ? 3 oar --g A = 3(,.. 5v 5-s ° . f-oR_ Fs MP -3Z z4"15 Zi a G. t 04-1 j . C v ,. ?, L.t NCa OF !,,S -Z/.'Yf 1.1 r c - o r.1 T- o USG 2 GOlIC.rS S S Y??. IPCCC- ?C f a A"AL; ? ?'?(`?aQ CGS ?ci?`t I?J?4 P:?1'f.> ?JA? AT11? SY?it?i?tl?car?S ?r t_ or-7VL OU u rrZZ44,069?( !J a 7 rz rvl ?nr oG Inc l??_ v iS/G rj Table 16 200 150 u v N J o, 100 c J V v p 7 O N 50 141 - I 0 ANTI -SEEP COLLAR DESIGN 1 110, i { 1 1 ,oo ' w 1 s 7. Ox? 0 ft A" i: 0oo • , o, 0" a { a COLLAR F R JE2 TION , V, FEET 4 5 a Z V _ I G ? T!p NOTE. This roced re is p u for a 15 % ihcreose in the length of the flow path. C-10-22 10 9 8 d 7 L4 L4 Pte'' 5 N 4 c Q 3 2 1994 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • P No. c1.i D cum 7,p WITHERS & RAV E N E L Subject ?'I '-? ??7? ?C cr ENGINEERS I PLANNERS I SURVEYORS Date By? Sheet No. F-b vz? P? PJ1 I; , 0 f,?2.t> -L- r 77- L F G 2, v2)Tn Z' p g/no /.- F Lt?-r-?.? s,J ?A-rvc-t?7?c?,J ?..?c_ L-s 42- 4 4, 7, 6 M( I, 3 r3 taZ?.= 3,'S r95 - 8Z ? F C./0t°7, V S G ? GO Lc..Gt rS ? ?, S P- -1 'QA 7 v.? G- 44. p- i V S G `Z C.r? G c? /2e IRIS = Q 4(013) d " • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 20C ISO u u N 100 C u J v a `o `v ? Pj 56 0 Table 16 ANTI -SEEP COLLAR DESIGN C-10-22 now path. 10 d 7 N cn L O 6 0 U CL S 4 c Q 3 2 1994