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Home My WebLink AboutSW5210601_Design Calculations_202106101667 Thomas A. Betts Pkwy., Rocky Mount, NC 27804 Phone: 252-446-3017 - Fax: 252-446-7715 k4CLA Firm License: C-0569 - www.mackgaypa.com Mack Gay Associates, P.A. Engineering - Surveying - Planning STORMWATER CALCULATIONS MANUAL St Stephen Missionary Baptist Church S Pine Street, Spring Hope, Nash County, North Carolina May 22, 2021 Prepared by: Phillip Joyner, Jr., PE Rol --`SEAL 036848 40 -"', /� . "�" -i "�� . 0 I/l/11111iWk TABLE OF CONTENTS SECTION I .................................... Stormwater Narrative SECTION 2 .................................... USGS Map, Soils Map, Surface Water Classification SECTION3 .................................... Deed SECTION 4 .................................... Supplement EZ Cover Page, Drainage Areas Form, Wet Pond Form, Level Spreader — Filter Strip Form SECTION 5 .................................... Wet Pond Calculations SECTION 6 .................................... Level Spreader Calculations SECTION 7 .................................... Runoff Calculations SECTION 8 .................................... Pipe Network Calculations SECTION 9 .................................... Drainage Areas Summary SECTION 10 .................................. Nutrient Calculations STORMWATER NARRATIVE STORMWATER MANUAL NARRATIVE The 14.98 acres property is currently wooded with an open area in the project area. The purpose of this project is to construct a new church faclity, This project requires stormwater runoff peak flow management and first flush treatment. The project will result in 2.64 acres of built upon area and 0. 13 acres of impervious area for the water quality pond permanent pool. The project will disturb 5.1 acres. This project will utilized a water quality pond that discharged to a level spreader and filter strip. The water quality pond and level spreader and filter strip were designed according to the current NC BMP Manual. The water quality pond will treat the first 1.0" flush per NCDEQ requirements and will manage the peak flow. The pond will detain and route the post -development peak flows from the 1 and 10 year storms to less than the pre -development flows. See stormwater summary below: STORMWATER RUNOFF SUMMARY 1 -yr Storm 1 0-yr Storm I 00-yr Storm POND PRE -DEVELOPMENT 0.29 6.43 17.2 POND POST - DEVELOPMENT 11.32 24.2 38.8 POND ROUTING 1 0.27 1 1.27 1 2743 all flow is in ds USGS MAP, SOILS MAP, SURFACE WATER CLASSIFICATION z m QZ .9 W cc t: 0 z CL C, U) m ".9 at auMEC DUOUBE 019066C OZMBK Mccw C) M 04 M.W a & U) cn U) .?! = 2 0 V) C, o6 x .20 2 clnj > ID FA rz 0 m"a.0 z 0 0 U. z a. a z LU (D LU —j IL U) M, CL c 'o, tu tm L re E 0 U) tf --.d L) L 1 L" m 1'- v Q) C%4 0 M E .0 a m M .76 Z� -0 0 .2 -�g CrO ' ' W M =) ID 'v' cc r) r E E ro Lo (D A- U) w (D La 0 tn a) 'm Z C:- , 0 CL W uD > d) is 'D E, <4 - 3., E LLJ " , m ca -_,a m n- m 41 8 CL 2 ac, �O C: CL cn M c 8 ca -0 LO E '3� 41 L) m 2.2 Z5 co z :3 'o C>U, 'COL m > I 2Q (D C. 0 E 2, m > 0 'a C: a fn 2 ') 4; Q (D i-� E Z c :3 E T d) co (U > CL Z CL -0 W -0 13- c - - - E en U) U3 ti- .2 Ica 0 — = -E :3 E rc < o a) C: _0 0 m E r lou e) Z5 aj " COO) Z .0 0 r- m U) a 0- 0 'm m Sc L65 Im 2- (Eu U:3 -0 E 0 cn 'D 5 a 0 = c E CL ca C� E CD U 2 cr .2 (D -2 2 < Q. g a 23 M 0 A 2:' E m = cn U) -0 2 CL CL d) 0 'm r L4 r 0 al C', om Ln L6 E :!5 o Lu E cL E LO) < Cj o V) m c (U LL CL m -6 U) ca < U) U) 75 49 0 rL 0 co ro co U) cn 0 to ;5 < lu 0 0 94 13. Z. 'E= c D C :3 C :3 CL 9 — ui :3 Lo 0 to 0 to 0 U) a in I co L) 0 3 m 41 CL m (D cm U) w 0 (n (n ca 0 co Lm 13 C) 04 CD, 0 E2 " 04 , E�4 M >1 CD U) >"a U) U) U) m z d) 0 z 0 Soil Map —Nash County. North Carolina Map Unit Legend —MIP Unit Symbol Map Unit Name Acres In A01 Percent of AOI St Stephens FaB Faceville loamy sand, 1 to 6 2.3 21.1% percent slopes GhB Georgeville-Urban land 0.8 7.3%1 complex, 0 to 6 percent slopes GoA Goldsboro fine sandy loam, 0 5.1 46�5% to 2 percent slopes RaA Rains fine sandy loam, 0 to 2 2.7 25.1% percent slopes, Southern Coastal Plain Totals for Area of Interest 1019 100.0% tw,% Natural Resources Web Soil Survey 912212020 61�m— Conservation Service National Cooperative Soil Survey Page 3 of 3 SuKace Water Classifications: Stream Index: 28-55-2 Stream Name: Hendricks Creek Description: From source to Sapony Creek Classification: C;NSW Date of Class.: December 31 1989 What does this Class. mean? More info River Basin: Tar -Pamlico DEED We 1 001 � 10MINMINVINNININ Doc jo: 00852-1850002 TVSe,�4�Rl? :$061 1 .39 AM 2013 at I : MOAr9V 00 pace I of 2 ' Revenue Tax: $110-00 Nash Countv North carolina Anne J. r%1vin R&Ojeter of Deeds BK2683 Pc;45-46 Prepared by: Michael D. Gaynor Fields & Cooper, PLLC Post Office Box 757 This instrument prepared by Michael D. Gaynor Nashville, NC 27856 a licensed North Carolina attorney. Delinquent taxes, If any, to be paid by the closing attorney ExciseTax: $110.00 to the county Tax Collector upon disbursement of closing proceeds. Tax Parcel(s): 005503 X, V—.9 rej .5 X1*j A W, GENERAL WARRANTY DEED NASH COUNTY THIS DEED, made this day of June, 2013, by and between Jim D. Jung, unmarried, whose address is 1002 N. Bend Dr, Raleigh, NC 27609 (hereinafter sometimes collectively referred to as "Grantors"), and The Trustees of St. Stephen Missionary Baptist Church whose address is PO Box 75, Spring Hope, NC 27882 (herein referred to as "Grantee"). All provisions of this Deed apply in the plural sense where there is more than one Grantor or Grantee and all penons, firms, corporations, associations, partnerships, individuals, males or females shall be deemed fully included, and the masculine gender shall be construed to mean feminine or neuter, singular or plural, where such construction is necessary to make any provision of this Deed applicable to any person, persons, firms, corporations, association, thing or act at any time. WITNESSETH: That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in Nash County, North Carolina, and more particularly described as follows: File No. 13-0104A Being all of that certain tract or parcel of land containing 14.98 Acres as shown on plat of survey entitled, "Boundary Survey for Mr. Jim D. lung, Mannings Township Nash County, North Carolina" dated 4-5-13 and revised 5-29-13 by Civiltek East recorded in Plat Book 38, Page 213, Nash County Registry, said plat being fully incorporated herein as a part of this description. Being the identical property conveyed to Jim D. Jung by deeds recorded in Deed Book 1034, Page 677, Nash County Registry and Deed Book 1174, Page 199, Nash County Registry. 45 Book: 2683 Page: 45 Seq: 1 We 3 0013 For Further Refererice: Tax ]D# 005503 The hereinabove described property does not include the primary residence of the Grantor. To Have And To Hold the aforesaid lot or parcel of land and all privileges and appurtenances thercto belonging to the Grantee in fee simple. And Grantor covenants with Grantee, ffiat Grantor is seized of the premises in fee simple, the title is marketable and free and clear of all =cumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whornsoever except for the exceptions hereinafter stated. Title to the property heminabove described is subject to the following exceptions: subject to all restrictions, rights of way, easements and permits of recoA if any. In Witness Whereof, the Grantor has hmmto set his hand and seal, or if corporate, has caused this instrument to be signed by its duly authorized officers and its sea] to be hereunto affixed by authority of its Board of Directors, the day and year first above written. State of North Carolina Wtk-" ____County a Notary Public for said County and State, 4q , " 11 �% hereby certify that Jim D. Jung personally appeared before me and acknowledged the due execution, pf foregoing instrument. Witness my hand and official seal this day of June, 2013. S Notary Public 31- 15 My Commission Expires. 0 bnox�%t 46 A c Book-. 2683 Page: 45 Seq: 2 SUPPLEMENT EZ COVER PAGE, DRAINAGE AREAS FORM, WET POND FORM, LEVEL SPREADER - FILTER STRIP FORM SUPPLEMENT-EZ COVER PAGE F_ FORMS LOAVE PROJECT INFORMATION 1 Project Name 2 Project Area (ac) 4._[�urfa!V c) Wqteir�k _ 5 !Is this lq�02q_tl! �hor imtDansity'7 6 1 Does this Droiect use an off -site SCM? COMPLIANCE WITH 02H.1003(4) L7 Width of vegetated selib - acks p 8 Will the vegetated setbackremIt vegetated? 9 If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)? 1 0 Is streambank stabilization proposed on this projectl St Stephens Missionary Baptist Church 14.85 .13 (wet pond pemi anent pool) Hlgh No 50' Yes NIA No NUMBER AND TYPE OF SCIVIs: 11 Jnfiltratiqn�stem 12 Bioretention Cell 13 Wet Pond 14 Stormwater Weiland 15 Permeable Pavement [,Sand 16 Filter 17 Rainwater Harvestin�(RWH)_ 18 Green Roof 19 Level Spreader -Filter Strip (LS-FS) 20 -Disconnected I m pervious Surface (DIS) 21 ]Treatment Swale 22 Dry Pond 23 StormFilter 24 Silva Cell 25 Bayfilter 26 Filterra I LORIVIS LC�ALD�p DESIGNER CERTIFICATION 27 Name and Title: Phillip R Joyner, Jr, -Project Engineer.. 28 Organization: Mack Gay Associates, PA 29 Street address: 1667 Thomas A Betts Pk% 30 City, StMe, Zip., Rocky Mount, NC 27804 31 Phone number(s): 252-446-3017 32 Email: phillip@mackgaypa.com Certification Statement: I certify. under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the information provided in the form is, to the beat of my knowledge and belief, true, accurate, and complete; and that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. C A 1? 0 —SS16. 4, z cL SEAL o36848 ZZ jc)� SignAure of Designer I- —Z ?_ - &2-1! Date DRAINAGE AREAS I Is this a hiq�_dqnsity project? Yes 2 If so, number of drainage areas/SCMs 1 3 Does this project hiive low density areas? No 4 If so, number of low densl!� drainage areas _ 0 Is alf/part of this project subject to previous rule 5 versions? No FORMS LOADED r)PAINA('.F ARFA IMPnIPMATIC)N Entira�gi-ter' —4 Type of SCM - 5 Total drainage area (sq fl) Wet Pond - 165528 185528 7 0n;Tit-e-drainage area (sq fl) -6 7 Offsite drainage area (sq ft) 8 Total BUA in project (��ft) New BUA on subdivided lots (subject to permitting) 9 (Eq_ft) 114998sf 1 New BUA not on subdivided lots Fsub—jec;t to permittina) (sf) 114998sf I I Offsite 8 A (sq ft) 12 Breakdown of new BUA not on subdivided lots: - Parking (s- ftL__ 96944 sf - Sidewalk (s 3623 sf - Roof (sq ft) 14431 sf - Roadway (sq - FutureisqB —below( - Other, please specify in the comment box ft) ___ 13 New infiltrating permeable pavement on subdivided lots (sq ft) 14 New Infiltrating permeable pavement not on subdivided lot§,_fsq ft) 15 1�il�sting BUA that will remain (not subject to 1permittin )_tqqftL_ 16 Existing BUA that is already permitted (sq ft) 17 Existing BUA that will be removed 18 Percent BLIA 69% 1.0 in 9314 cf 19 Design stqn�lnches)__ volume of SCIVI (cu ft) .20 JDesign 21 Calculation method for design volume Simple Method ADDITIONAL INFORMATION Please use this space to provide any additional information about the 22 drainage area(sy WETPOND RUrainage area number 211 Minimum required treatment volume (cu ft) GENERAL MDC FROM 02H .1050 Yes 3; Is the SCM sized to treat the Sw �orn all surfaces at build -out? -7- 4 is the SCM away from contarni not soils? 5 '[What are the side slo _pea of the SCM (H-.V)? 6 Does; the SCM have retaining walls, gabion walis or other engineered side slopes 7 —7] Are -the inlets, outlets, and receiving stream protected from erosion —.(Ip-year storm)?__ 8 1 Is there an overflow or bypass for inflow volume in excess of the :design volume? 9 What is the met�w dewatering the SCM for maintoriance? fE� 10 if jpli4 - heSCMbec ar�ed out after construction? CIe,_will the ii 7boes the maintenance access comp-ly-with General MCC (8)? 12 Does the drainage easemen com. - t ply with General MDC�_(9)? 13�If the SCM 'is on a single family lot, does (will?) the plat comply with G,rieira MDC (10)? 14 Is there an O&M Agreement that complies with General MDC (11)? 151 Is ere an O&M Plan that complies with GeneraFMDC ("2 ? 10Des the SCM follow the device senACMPIC-L- 171 Was the SCM designed by an NC licensed professional? kNET P-6ND'MDCjFft0-M 02'H 18 Sizing method used 19 L.Has a stagelstoraq ided in the calculations? � Elevation of the excavated main pool depth (bottom of s it 20 .1; re 21 � Elevation of the main pool bottom (top of sediment removal) (fmsI) 22 1. Elevation of the.bottorn of the vegetated shelf (fmsI) i3� bwation of the permanent pool (fms]) 24 � Elevation of the top of the vegetated shelf (firrist) 25,1 -Etevation of the temporary pool (fmsl) 26 Surface area of the main permanent pool (sq�are feet)-_ 27 V-0-1—ume -o-f —the ma -in- t 1p�r - . _T�nent pooh(cubic.fee 28: Average depth of the main pool (feet) 29 Average dep4h equation used 30 If using e�uation 3, main pool perimeter feet) 31 If using equation 3, width of submerged veg. shelf feet) 32, Volume of the forebay (cubic feet) 33]-IsO isl -20% of the volume in the main pool? 1�1�1e�n�ut depth for forebqy ino L 35 1 Design volume of SCM (cu ft) 361 Is th�-o—utlet an -o—dfice or a weir? 37i iforifice, orifice diameter (inches) Yes 3:1 No Yes Yes Pump (preferred) Yes Yi Y1 Yes Yes Yes Yes 253.00 254,00 259�00_ 259.00 260.00 260.34 4173 16253 cf 3.90 R Equation 2 3099d Yes 12 in 52516 of Orifice .38i If weir, weir height (inche� 39 ' I wei, w " length 740t5r:a�wd1wri'tirri, for th ry 3 _pool (days) Are the inlet(s) and outlet located in a manner that avoids short- 411 - ... -- YeB Are k>erms or baffles provided to improve the flow path? Det"Jorebay at entrance ( , inches) Pep" forebay at exit (inches) Does water flow out of the forebe in a non -erosive menner7. Wid�the�eqetated_�Ihelf (feet) Slope vegetated shelf (H;V) Does the orifice drawdown from below the top surface of the Does the pond minimize impacMts to the receiving channel from the 11- so Are fountains proposed? (If Y, please provide documentation that — i M09�Us MSCL— — — - — — — — - — 51 FI.. trash rack or other device provided to protect the outlet system? the darn and embankment planted in non -dumping turf gross? F-53 Sped�of tur'f thaTW116sused on the dam and embankment Has a planting plan been proviidpqfq�tha� vegqta�ed shelf? ADDITIONAL INFORMATION 55 Please use this space to provide any additional information about the wet pond(s): No 36 in yes 6 ft Yes Yes No Yes. yes Yes wet?Qnd 1 9:40 PM 5/19/2021 LEVEL SPREADER - FILTER STRIP (LS-FS) 1 Drainage area number - I I 2 Design flow rate of SCM (cfs) 1 1.50 the SCM sized to treat -the SW from all surfaces at build -out? Yes Is the SCIVI located away from contaminated soilv__ Yes What are the side slopes of the SCM_(t.A?__ N/A Does the SCM have retaining walls, gabion walls or other engineered N/A side slopes? 4 5 6 7 —_(I Are the inlets, outlets, and receiving stream protected from erosion Q7year storm)? Yes 8 � Is there an overflow or bypass for inflow volume in excess of the design �Iume? Yes 9 Wh-at is the method for dewatering the SCM for maintenance? NIA NIA 10! If applicable, will the SCM be cleaned out after construction? 11. Does the maintenance access comply with General IVIDC (8)� Yes 12 Does the drainage easement complTwithGeneral MDC (9)? Yes 13 If the SCM is on a single family lot, does (will?) the plat comply with General MDC (10)? 14i! Is there an O&M Agreement that complies with General MDC (11)? Yes 15: Is there an O&M Plan that complies with General ----Yes 16 Does the SCM follow the device specific IVIDC? Yes 17 Was the SCM desl9red by an_NC licensed professional? yes— LS-FS MDC FROM 02H.1059 1 . 8 1: Length of level spreader (feet) 20 ft 19 Does the LS-FS reoeive flow from the drainage area or another SCM? Yes 20 Flow rate to LS-FS during desi.9n storm (cfs) 21 is a bypass devioe provided? No 22 If ye , what Is the b)Tass device? 23 Ithe Is this LS-FS designed to reoeive flow from the drainage area during 10-year storm? 241 Has a blind swale been Provided? yes 25 5 Does the blind swale provide for uniform overtopping of the level s reader? Yes 26 What material will be used for the level spreader? Concrete 27 Will the construcUon tolerance be < 0.25 inch along the level spread r length? Yes 28 Will -the level spreader be straight or convex in plan view? Yes 29 Height of the drop from the level spreader to the transition zone (inches) 3 In 24 In — 30 Width of the transition zone (inches) 31 Protection for the transition zone e 32, Width Otht_filt�r s!E!p (feet) ___�kq_qje 30 ft 331 Is the filter strip free of draws and channels? Yes 34� Has this been verified in the field? 35 Slope of the filter sbrip (%) 5% 36 Is this slope uniform across the entire filter strip? Yes 37 Will the first 12" of soil be adjusted if needed to promote plant growth? Yes 38 Will the filter strip and side slopes be planted with non -clumping, I deep-rooted sod? Yes 39 1 Species of sod that will be used Bermuiia or —Tall — Fescue Yes 40 Will soil be temporarily stabilized until permanent vegetation is established? ADDITIONAL INFORMATION 41 Please use this space to provide any additional information about the level spreader -filter strip(s): Lev-el spreideFis designed to handle the 1 0-year storm therefore bypass piping Is not required. LS-FS 1 8:04 PM 5/19/2021 WET POND CALCULATIONS WATER QUALITY POND DESIGN CALCULATIONS AREA SUMMARY PERMANENT POOL SIZING acres sf Permanent Pool 16253 cf Drainage Area 3.8 165528 Permanent Pool 4173 sf Pervious Area 1.16 50530 Average Depth 3.9 ft Impervious Area 2.64 114998 ENTER SA/DA TABLE WITH 4.0' Impervious Cover 69% RUNOFFVOLUME Simple Method RUNOFF COEFFICIENT CALCULATION R,=0.05+0.9*[A R,=Runoff coeefficient (runoff (in)/rainfall (in), unitless IA=Impervious fraction Rv� 0.675263 VOL UAM CAL C ULA TION V=3630*RD*Rv*A V=Volume to be controlled for the design Storm (ft) Rj�=Design Rainfall Depth (in) 1.0" or 1.5" A=Watershed Area (acres) Rainfall Capture Depth I inch Runoff Volume 9314.58 ef SA/DA (from tabie) 2.3 Piedmont Minimum Area 3724 sf Permanent Pool Area 4173 sf Permanent Pool Area Acceptable 1 PERMANENT POOL STAGE -STORAGE TABLES AMNPOND Area Incremental Cumulative Volume Elevation (sf) Volume (cf) (cf) Bottom of Sediment Storage 253 1421 Bottom of Pond 254 1804 1613 1613 255 2218 2011 3624 256 2661 2440 6063 257 3134 2898 8961 258 3639 3387 12347 Permanent Pool 259 4173 3906 16253 FOREBAY Elevation Area Incremental Cumulative Volume (sf) Volume (cf) (cf) Bottom of Sediement Storage 255 Bottom of Forebay 256 472 236 236 257 750 611 847 258 1123 937 1784 Permanent Pool 259 1507 1315 3099 Permanent Pool Total 16253 cf Forebay to Main Pond 19.1% OK TEMPORARY POOL STAGE -STORAGE TABLES AUINPOND + FOREBAY Incremental Elevation Area Cumulative Volume Volume Permanent Pool 259 5680 0 260 8231 6956 6956 261 9712 8972 15927 262 11305 10509 26436 263 13012 12159 38594 264 14832 13922 52516 2 DRAW DOWN CALCULATIONS OFMCECALCULMONS Q�CD*A*V(2*g*Ho) Q=Discharge Rate (cfs) A= Area of orifice Of) g=Acceleration of gravity Ho --Driving Head fTom orifice centroid to water surface (typically use HO/3 for decreasing head) Coefficient of Discharge Orifice Size Orifice Size Orifice Area Temporary Pool Head Driving Head Discharge Rate DRAWDOWNPERIOD Discharge Time 0.6 1.5 in 0.13 ft 0.012 sf 1.26 ft 0.399 ft 0.037 cfs 2.9 Days LEVEL SPREADER CALCULATIONS Level Sreader Calculations Receives flow from Wet Pond I 0-year storm flow 1.5 cfs Minimum Level Spreader Length I 01/cfs 15 ft Actual Length 20 ft Vegetated Filter Strip Width 30 ft Transition Zone Width 24 in Transition Zone Material #57 Stone Vegetated Filter Strip Slope 4.80% RUNOFF CALCULATIONS Table of Contents Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 BasinModel Schematic ...................................................................................................................................... I Hydrographby Return Period ............................................................................................................................ 2 1 -Year HydrographSummary .................................................................................................................................. 3 Hydrograph Reports Hydrograph No. 1, NRCS Runoff, Pre Development ................................................................................. 4 Hydrograph No. 2, NRCS Runoff, Post Development ................................................................................ 5 HydrographNo. 3, Pond Route, Wet Pond ............................................................................................. 6 DetentionPond Reports - Wet Pond 1 ....................................................................................... 7 2 - Year HydrographSummary ................................................................................................................................ III Hydrograph Reports Hydrograph No. 1, NRCS Runoff, Pre Development ............................................................................... 12 Hydrograph No. 2, NRCS Runoff, Post Development .............................................................................. 13 Hydrograph No. 3, Pond Route, Wet Pond ............................................................................................ 14 10 - Year HydrographSummary ................................................................................................................................ 16 Hydrograph Reports Hydrograph No. 1, NRCS Runoff, Pre Development ............................................................................... 16 Hydrograph No. 2, NRCS Runoff, Post Development ............................. I ... I ............................................ 17 Hydrograph No. 3, Pond Route, Wet Pond ............................................................................................ 18 100 - Year HydrographSummary ................................................................................................................................ 19 Hydrograph Reports Hydrograph No. 1, NRCS Runoff, Pre Development ................................................................................ 20 Hydrograph No. 2, NRCS Runoff, Post Development .............................................................................. 21 HydrographNo. 3, Pond Route, Wet Pond ............................................................................................ 22 Basin Model Project Name. Hydrology Studio v 3.0.0.19 05-19-2021 Pre DevelopmW Post Dwdopmerd Wet Pond Hydrograph by Return Period Hydrology Studio v 10.0.19 Project Name: 05-19-2021 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (ds) I-yr 2-yr 3-yr 6-yr 10-yr 25-yr 50-yr 100-yr I NRCS Runoff Pre Development 0.293 1.439 6.431 17.19 2 NRCS Runoff Post Development 11.32 14.84 24.20 38.80 3 Pond Route Wet Pond 0.269 0.617 1.272 27.43 Hydrograph 1 -yr Summary Hydrology Studio v 3.0.0.19 Project Name: 05-19-2021 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (ds) rime to Peak (hm) Hydrograph Volume (CUM Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (Cuft) I NRCS Runoff Pre Development 0.293 12.03 2,299 2 NRCS Runoff Post Development 11.32 11.97 23,132 — 3 Pond Route Wet Pond 0.269 15.30 14,248 2 261.01 16,065 Hydrograph Report Project Name. Hydrology Studio v 3.0.0.19 Pre Development 05-19-2021 lw,�,L �, Hydrograph Type = NRCS Runoff Peak Flow = 0.293 cfs Storm Frequency = 1-yr Time to Peak = 12.03 hrs Time Interval = 1 min Runoff Volume = 2,299 cuft Drainage Area = 3.8 ac Curve Number = 55 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.87 in Design Storm = Type 11 Storm Duration = 24 hrs Shape Factor = 484 QP 0.29 ds 0.3- 0.28- 0.26- 0.24- 0.22- 0.2- 0.18- 0.16- 0.14- 0.12- 0.1- 0.08- 0.06- 0.04- 0.02- 0 . . . . . . . . . 0 1 2 3 4 5 6 7 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) F1 Hydrograph Report Project Name. Hydrology Studio v 3.0.0.19 05-19-2021 Post Development Hydrograph Type = NRCS Runoff Peak Flow = 11.32 cfs Storm Frequency = 1-yr Time to Peak = 11.97 hrs Time Interval = I min Runoff Volume = 23,132 cuft Drainage Area = 3.8 ac Curve Number = 87* Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.87 in Design Storm = Type 11 Storm Duration = 24 hrs Shape Factor = 484 * Composite CN Worksheet AREA (ac) CN DESCRIPTION 1.16 61 Pervious 2.64 98 Impervious 3.8 87 VVeighted CNI Method EnVloyed 1 1 1 QP = 11.32 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 6 Hydrograph Report Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Wet Pond Hyd. No. 3 Hydrograph Type = Pond Route Peak Flow = 0.269 cfs Storm Frequency = 1-yr Time to Peak = 15.30 hrs Time Interval = 1 min Hydrograph Volume = 14,248 cuft Inflow Hydrograph = 2 - Development Max. Elevation = 261.01 ft Pond Name = Wet Pond I Max. Storage = 16,065 cuft Pond Routing by Storage Indication Method Center of mass detention tirne= 11.88 hrs E E L ;9 cr Qp = 0.27 cft 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hrs) — Development — Wet Pond 6 Pond Report Hydrology Studio v 3.0.0.19 Wet Pond 1 LU User Defined Contours Description Input Stage Movation (ft) (ft) Bottom Elevation, It 259.00 0.00 259.00 Voids 100.00 1.00 260.00 Volume Calc None 2.00 261.00 3.00 262.00 4.00 263.00 6.00 264.00 Stage -Storage Project Name: 05-19-2021 Stage -Storage Stage I Storage Table ContourArea Incr. Storage Total Storage (sqft) (Cuft) (Cuft) 5,680 0.000 0.000 8,231 6,956 6.956 9,712 8,972 16,927 11,305 '10,609 26.436 13,012 12,159 38,594 14,832 13,922 52,516 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 Total Storage (cuft) Contours — Top of Pond w a 7 Pond Repoft Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Wet Pond 1 Stage -Discharge Orifices Culvert I Orifices Culvert Orifice Plate Rise, in 15 1.5 3 Odfice Dia, in Span, in 15 1.5 10 No. Orifices No. Barrels I 1 1 Invert Elevation, ft Invert Elevation, ft 259.00 259.01 260.85 Height ft Orifice Coefficient, Co 0.60 0.60 0.60 Orifice Coefficient Co Length, ft 55.6 Barrel Slope, % 1 N-Value, n 0.013 Weirs Weirs Riser* Ancillary 1 2 3 Shape / Type Box Broad Crested Rectangular Extiltration, in/hr Crest Elevation, ft 263.15 262.5 262.3 Crest Length, ft 16 20 3 Angle, deg 14 (4:1) Weir Coefficient Cw 3.3 3.3 3.3 1 'ftUtW thioWh C~. Stage -Discharge 264 263 262 261 260 259 5 3 0 2 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Discharge (ds) Top of Pond — Culvert — Piser — Orifice — Broad Crested —Orifice —Total Q i =31VTOM Hydrology Studio v 3.0.0.19 Wet Pond 1 Project Name: OS-19-2021 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, ds Riser (ds) Weirs, cfs Pf Riser WS) Exfil We) User (cfs) Total I (cfe) 1 2 3 1 2 3 0.00 259.00 D.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.00 260.00 6,956 0.056 ic 0.056 0.000 0.000 0.000 0.000 0.056 2.00 261.00 15,927 0.244 ic 0.079 0,165 0.000 0.000 0.000 0.244 3.00 262.00 26,436 1.109 Ic 0.093 1.016 0.000 0.000 0.000 1.109 4.00 263.00 38,594 1.536 ic 0.109 1,427 0.000 25.20 0.000 26.74 5.00 264,00 52,516 12.25 oc 0.000 0.000 0.000 150.3 0.000 162.6 Suft key. ic - MAN coftd. 0c - MW conW, s - subImMad weir Pond Report Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Wet Pond 1 Extended Detention Stage (ft) Ln I:J tn 00 Co Ln P- tn E E Ln L.A C r Un E r 0 0- to Ln 6 Ln Cy X M 12 Ln U > a M. 14 0 ON to U) Ln N N N (1)) A913 C\I 10 Hydrograph 2-yr Summary Project Name: 05-19-2021 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (Cfs) Time to Peak (hm) Hydrograph Volume (Cuft) Inflow Hyd(s) Maximum Elevation (11) Maximum Storage (Cuft) I NRCS Runoff Pre Development 1.439 12.00 4,775 2 NRCS Runoff Post Development 14.84 11.95 30,662 — 3 Pond Route Wet Pond 0.617 13.38 21,681 2 261.26 18,678 tT Hydrograph Report Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Pre Development Hyd. No. I Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method Total Rainfall Storm Duration = NRCS Runoff = 2-yr = 1 min = 3.8 ac = User = 3.47 in = 24 hrs Peak Flow Time to Peak Runoff Volume Curve Number Time of Conc. (Tc) Design Storm Shape Factor = 1.439 cfs = 12.00 hrs = 4,775 cuft = 55 = 5.0 min = Type 11 = 484 QP 1.44 ds 2- 1.9- 1.7- 1.6- 1.4- 1.3- 1.2- 0.9- 0.8- 0.7- 0.6- 0.5- OA- 0.3- 0.2- 0.1 01 . . . . . . . . 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 12 Hydrograph Repoft Project Name. Hydrology Studio v 3.0.0.19 05-19-2021 Post Development Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 14.84 cfs Storm Frequency = 2-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 30,662 cuft Drainage Area = 3.8 ac Curve Number = 87* Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 3.47 in Design Storm = Type 11 Storm Duration = 24 hrs Shape Factor = 484 * Composite CN Worksheet AREA (ac) CN DESCRIPTION 1.16 61 Pervious 2.64 Be Impervious 3.9 al Walghted CN Method Employed Op = 14.84 ds 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 13 Hydrograph Report Hydrology Studio v 3.0.0.19 Project Name. 05-19-2021 Hyd. No. 3 Hydrograph Type = Pond Route Peak Flow = 0.617 cfs Storm Frequency = 2-yr Time to Peak = 13.38 hrs Time Interval = 1 min Hydrograph Volume = 21,681 cuft Inflow Hydrograph = 2 - Development Max. Elevation = 261.26 ft Pond Name = Wet Pond I Max. Storage = 18,678 cuft Pond Rouhng by Storage Indication Me#W Center of mass detention time = 8.75 hrs QP = 0.62 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hrs) — Development — Wet Pond 14 Hydrograph 1 0-yr Summary Hydrolociv Studio v 3.0.0.19 Project Name. 05-19-2021 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (Cfs) 71me to Peak (hre) Hydrograph Volume (Cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (Cuft) 1 NRCS Runoff Pre Development 6.431 11.97 14,224 2 NRCS Runoff Post Development 24.20 11.96 51,281 — 3 Pond Route Wet Pond 1.272 12.90 42,089 2 262.34 30,598 16 Hydrograph Repoft Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Pre Development Hyd. No. 1 Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method Total Rainfall Storm Duration = NRCS Runoff = 1 0-yr = I min = 3.8 ac = User = 5.04 in = 24 hrs Peak Flow Time to Peak Runoff Volume Curve Number Time of Conc. (Tc) Design Storm Shape Factor = 6.431 cfs = 11.97 hrs = 14,224 cuft = 55 = 5.0 min = Type 11 = 484 QP 6.43 ds 7- 6- 5- 4- 0 3- 2- ml 0 1 J I I I I I I I I I i I I I 0 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 16 Hydrograph Report Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Post Development Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 24.20 cfs Storm Frequency = 1 0-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 51,281 cuft Drainage Area = 3.8 ac Curve Number = 87* Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.04 in Design Storm = Type 11 Storm Duration = 24 hrs Shape Factor = 484 * Composite CN Worksheet AREA (ac) CN DESCRIPTION 1.16 61 Pervious 2.64 98 Impervious 3.8 07 Weighted CN Method Employed Op = 24.20 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 17 Hydrograph Report Hydrology Studio v 3.0.0.19 Project Name: 05-19-2021 Hyd. No. 3 Hydrograph Type = Pond Route Peak Flow = 1.272 cfs Storm Frequency = 1 0-yr Time to Peak = 12.90 hrs Time Interval = I min Hydrograph Volume = 42,089 cuft Inflow Hydrograph = 2 - Development Max. Elevation = 262.34 ft Pond Name = Wet Pond I Max. Storage = 30,598 cuft Pond Routing by Storage Indication Method Center of mass detention time = 6.64 hsJ QP = 1.27 dr, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hrs) — Development — Wet Pond 18 Hydrograph 1 00-yr Summary Project Name. 05-19-2021 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (Cfs) Time to Peak (hrs) Hydrograph Volume (Cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (Cuft) I NRCS Runoff Pre Development 17.19 11.97 34,822 2 NRCS Runoff Post Development 38.80 11.95 84,834 — 3 Pond Route Wet Pond 27.43 12.02 75,406 2 263.01 38,707 19 Hydrograph Report Project Name: Hydrology Studio v 3.0.0.19 05-19-2021 Pre Development Hyd. No. I Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method Total Rainfall Storm Duration = NRCS Runoff = I 00-yr = I min = 3.8 ac = User = 7.50 in = 24 hrs Peak Flow Time to Peak Runoff Volume Curve Number Time of Conc. (Tc) Design Storm Shape Factor = 17.19 cfs = 11.97 hrs = 34,822 cuft = 55 = 5.0 min = Type 11 = 484 QP 17.19 ds 19- 18- 17- 16- 15- 14- 13- 12- 11- :910- 9- 8- 7- 6- 5- 4- 3- 2- 1- J . . . . . . . r-r-r-r-r . . . . . . . . . . . . . . . . . . . . . . . . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 20 Hydrograph Report Project Name., Hydrology Studio v 3.0.0.19 05-19-2021 Post Development Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 38.80 cfs Storm Frequency = I 00-yr Time to Peak = 11.95 hrs Time Interval = I min Runoff Volume = 84,834 cuft Drainage Area = 3.8 ac: Curve Number = 87* Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 7.50 in Design Storm = Type 11 Storm Duration = 24 hrs Shape Factor = 484 * Composite CN Worksheet AREA (sc) CN DESCRIPTION 1.16 61 Pervious 2.64 98 Impervious 3.8 87 Weighted CNI Method Employed cr Op = 38.80 ds 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) 117 Hydrograph Report Hydrology Studio v 3.0.13.19 Wet Pond Project Name: 05-19-2021 Hyd. No. 3 Hydrograph Type = Pond Route Peak Flow = 27.43 cfs Storm Frequency = 1 00-yr Time to Peak = 12.02 hrs Time Interval = 1 min Hydrograph Volume = 75,406 cuft Inflow Hydrograph = 2 - Development Max. Elevation = 263.01 ft Pond Name = Wet Pond 1 Max. Storage = 38,707 cuft Pond Routing by Storage fridication Method Center of mass detention time = 2.99 hts QP = 27.43 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1S 16 17 18 19 20 21 22 23 24 25 26 27 Time (hrs) -- Development ---- Wet Pond 22 PIPE NETWORK CALCULATIONS CL LA VI CD a 2 Ln .2 Co Q- NO C-4 le cn CL L"I CD CD E w z CL c: CD CD C) C) CD 0 C) CD CD CD CD CD 0 0 C) 0 In r-� L6 c3i r-� P- co to (0 (D Lr) U) IN 04 N 04 C4 C%j C\j 1714 IN IN C) U') co ul l?6*L9? 193 Ul 1-9,M 191 U') ul !76'L9Z 193 1 no i �L'L 97 TD3 ul 1919Z 10H ul I L19Z 19H Ul � Q'LQ? 11)H 4no �s'LW TDH Ul LE'55Z '13 'AUJ Ul OO'Lg? '1� 'ALJI ul LE'557'13 'AUJ r-n,o:a7 T4 WIA LO C) ce) LU 0 C) 193 _0 S' 10H .9? 00'6S� '13 'AUJ OS19Z 13 'PUJE) I lepno - c 0+0 L21S CD 0 0 0 0 CD C) C) 0 0 a 0 C) C) 0 0 C) C) 0 C) C) > U� cli 6 P-� L6 cli 0) t-� r-- I-- C14 (N r-- CN co IN to CA (D IN (D UD U') U') IN CA N C4 L? C3 CD 0 rA CL 6 E . 2' CL C? 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