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Home My WebLink AboutSW4240903_Stormwater Report_20241114 CEST Stormwater Calculations For Villas at Hickory Tree SCM 3305 Hickory Tree Rd Davidson County Winston-Salem, NC 27127 CESI PROJECT NO. 240521.000 Date: 08/26/2024 `��'`,/%0—E 0``4ft/yy,��, SEAL f 054..2 Owner: r - Villas at Hickory Tree LLC eke/NE j.pw`�� 6549 Morehead Rd F� Harrisburg, NC 28075 �/''� �Zig& \��``\ rrrrnnn�+�� 8/26/2024 Owner's Representative: Bradley Queener P.843.358.4886 Preparer's Name: Nancy Elizabeth Warlick III, PE CESI NCBEL Firm License C-0263 642D Signal Hill Drive Extension M.704.648.2684 lizwarlick(a,cesicgs.com 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Storm Water Calculations 1. Narrative (3) 2. Post Development (5) a. Pre-Drainage Conditions b. Post Drainage Conditions c. Impervious Calculations 3. Site Development and Erosion Control Sequence (11) 4. Stormwater Calculation (13) a. Wet Pond Calculation b. Wet Pond WQV Calculation c. Wet Pond Temp. Pool Drawdown Calculation d. Wet Pond Routing Results e. Floatation Calculation f. Rip-Rap Sizing g. 2013 Storm Drainage System Calculations h. 2013 Dry Pond Calculations i. 2024 Wet Pond Calculations 5. Supporting Information (209) a. USGS Map b. NRCS Web Soil Survey Hydro-Soil Map c. NRCS Web Soil Survey Soil Map d. NRCS Web Soil Survey SHWT Determination e. Rainfall Data [Intensity and Depth] 2 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Narrative 3 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Existing Conditions The project site is located at 3305 Hickory Tree Rd, Winston-Salem, NC 27127. The purpose of the project is to convert the 2013 Dry Pond into a Wet Pond to meet NCDEQ's requirements for stormwater control. Wet Pond Routing The wet pond is designed to store and detend the 1, 2, and 10 year storms while being able to store the 25, 50, and 100 year storms. The 1, 2, 10, 25, 50, and 100 year routing from the wet pond is respectively, 7.04 cfs, 10.32 cfs, 16.19 cfs, 16.95 cfs, 17.48 cfs, and 17.96 cfs. The 1, 2, 10, 25, 50, and 100 year staging from the wet pond is respectively, 815.25 ft, 815.33 ft, 815.56 ft, 815.79 ft, 816.01 ft, and 816.24 ft. The bottom of pond is 811.00, the bottom of littoral shelf is 814.00, top of littoral shelf is 815.00, and top of pond at 817.50,providing a freeboard of 1.26'. The wet pond's outlet structure is a 4'x4' structure with a 18" RCP outlet pipe and a 4" orifice at elev. 814.00. Special Design Criteria - The final surface used is a combination of 2013 Existing conditions survey, 2013 proposed grading, and 2016 Dry Pond as-built survey. - 2013 Pre-Drainage conditions are used; 2013 Pre & Post Drainage plans sealed by David F. Reese has been provided for reference. - 2013 Post-DA conditions are still accurate with 2024 field visit. 4 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Post Development 5 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Pre-Development Drainage Areas Plan View t 4 } f < < --E_4,1141._� < E - ` f P7Pj� PK G 3 ` ,'\. \e.. 5 \ \ \ \ 1 'ice / yn..r;� '"' '0:� l )/ ``\ `\\-\\\�`,�\-�.\\\\ yam,---3-7 \ \ \ \ \ `.' _ _ / -- `LS« _7\ �11/.fit^ 1 —�:j/\ /\ 11 i j\; i\\\\l 1,1 Ill `\ I I 1` Ir 11 I' i > ; f \\II / `// _'� i * .,. -,' / / / / / / / / J 1 \ \ \ \It • I /!//////// ///// / 9". // / / / / / / 1 I / 111 \\s! 1 R n..LW.axa.�0am. iI / / 1 / I / / / / / / / / / / / / 1 / I \ r:..ai'0mp.- a w"r»s 11 , `9"'� I 1 I I 1 1 / / / / I \ \ \ \\ �\ <. \ \ \ II m�R..a°�' r..em-w-+e-a... , . _ _______,,_i_4_4____. . %•%-- ---jR14..,.': . ;°-,,' �` F.ioic�iu-a=ny� ,/ r a aaas in raw M"'mi t 1304 4-- lc V`.—..� II I I I Note: See DA-PRE for original. 6 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Post-Development Drainage Areas Plan View -7—r- . ', r I • 4 l y ---‘4''-' \ 1 'ri- , ,, \ .._,..._.......• . ...v.v.... • .....:.„.. . , 13 # _. ..._ , fr., , Iv .... ,..........• ..:... ,,,,,. :, , Note: See DA-POST for original. 7 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Pre-Development Drainage Areas Table DRAAAA#E OPEN/ AREA [AC] WOODS [AC] GRASS [AC] IMP [AC] 1 4.29 0.23 4.06 0.00 2 0.34 0.10 0.24 0.00 3 0.24 0.06 0.18 0.00 4 4.61 1.30 3.31 0.00 5 0.34 0.00 0.34 0.00 TOTAL 9.82 1.69 8.13 0.00 8 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Post Development Drainage Areas Table WOO OPEN/ DRAINAGE AREA UNIMPROVED IMP COMP AREA# [AC] DS GRASS [AC] [AC] % IMP CC [AC] [AC] 1 4.78 0.00 2.77 0.00 2.01 42.0% 0.57 2 0.40 0.00 0.40 0.00 0.00 0.0% 0.30 3 0.81 0.00 0.73 0.00 0.08 9.6% 0.36 TOTAL 5.99 0.00 3.90 0.00 2.09 34.9% - 9 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Impervious Calculations 2024 EXISTING IMPERVIOUS 82,821 SF, 1.90 AC 2024 EXISTING BUILDINGS 23,696 SF, 0.54 AC 2024 EXISTING PAVING 49,129 SF, 1.13 AC 2024 EXISTING CONCRETE 8,610 SF, 0.20 AC 2024 EXISTING MISC 1,386 SF, 0.03 AC % IMPERVIOUS 26.73% Note:Impervious values above are 2013 proposed(Now 2024 existing). 10 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Site Development and Erosion Control Sequence 11 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 240521.000 Construction Sequence - Acquire all required permits: NCDEQ Stormwater Permit - Hold a pre-construction conference on site with applicable authorities and involved stakeholders.Determine Inspection and coordination required to meet project requirements and responsible parties o Owner o Contractor o Engineer of Record Erosion Control Phase 1 —(Clearing & Skimmer Installation) - Locate and install construction entrance - Stake limits of disturbance for the site. - Stake and install silt fence as shown on C300 Begin wet pond grading from existing dry pond - Use soil from western hill as shown on C300 for additional material Install western ditch (Sectiona A-A)to divert runoff into wet pond - Install wattles as shown on C300. Complete final seeding, landscaping, and site cleanup. - Once the site is substantially stabilized, call for an inspection before removal of temporary measures. - Upon approval from site inspector, begin decommissioning of temporary erosion control measures: Remove silt fence, rock weirs, and wattles along site boundary. Final seed remaining disturbed areas. Remove silt fence and rock weirs along stream buffer and any other temporary erosion Control items. Final seed remaining disturbed areas. Final cleanup of remaining site. - Call for final closeout inspection. 12 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Stormwater Calculation 13 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Wet Pond Calculation WET POND DESIGN Wet or Dry? WET %TSS 85 DA [AC] 4.78 IMP AREA [AC] 2.01 % IMP 42.1% EST. DEPTH 3 SURFACE AREA 3,888 SF, REQ. 0.09 AC WQV [CF] 7,434 DESIGN STR [IN] 1.0 PERM POOL AT? AT SHELF FOREBAY? SINGLE ABS [SF] 9,335.46 APP [SF] 9,335.46 ABP [SF] _ 5,055.80 DEPTH 3 CALC. AVG. 2.81 (3) DEPTH CALC. WQV 815.60 STAGE [FT] ORIFICE (DIA) 1.50 [IN] CD 0.6 DRAW DOWN 3.26 [DAYS] 14 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Wet Pond WQV Calculation Simple Method for Runoff Volume Rv = 0.05 + 0.9 * IA Where: R; = Runoff coefficient(unitless) I = Impervious fraction (unitless) DV = 3630 * RD * Rv * A Where: DV = Design volume (cu ft) Rn = Design storm depth (in) A = Drainage area (ac) (Source: Part B of NCDEQ's Stormwater Manual) Rv= 0.05 +(0.9 * (2.01/4.78)) =0.42 DV= 3630 * (1") * (0.42) * 4.78 AC = 7434 CF WQV Treatment=7434 CF Wet Pond Temp. Pool Drawdown Calculation The basic equation for discharge from an orifice is: Q = CD A (2 g Ho)0.5 Where 0 = Discharge (cfs) C_ = Coefficient of discharge per Table 6 (unitless) A = Cross-sectional area of orifice entrance (sq ft) y = Acceleration of gravity (32.2 ft/sec=) H_ = Driving head from water surface to centroid orifice (ft) *usually use H013 to compute drawdown through an orifice to reflect the fact that head is decreasing as drawdown occurs* B. Stormwater Calculations 9 Revised: 3-15-2017 A = '/4 * 3.14 * (1.5/12)2 = 0.012SF Ho= [(WQV Stage) (Top of Shelf)] / 3 = (815.60 815.00) / 3 = 0.2 FT Q = [WQV / (0.6 * 0.012 * (2 * 32.2 * 0.2)o.5)] / 86400 Q = (7434 / 0.025) / 86400 = +3.26 Days 15 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Wet Pond Routing Results FLOW ROUTING (CFS) DESIGN STORM EVENT 1 YR/ 2 YR/ 10 YR/ 25 YR/ 50 YR/ 100 YR/ 24 HR 24 HR 24 HR 24 HR 24 HR 24 HR 2013 PRE +2024 BYPASS 14.070 22.640 48.500 65.680 79.860 95.250 PROPOSED POST ROUTING 7.040 10.320 16.190 16.950 17.480 17.960 STAGE ROUTING (FT) DESIGN STORM EVENT 1 YR/ 2 YR/ 10 YR/ 25 YR/ 50 YR/ 100 YR/ 24 HR 24 HR 24 HR 24 HR 24 HR 24 HR PROPOSED POST STAGE 815.25 815.33 815.56 815.79 816.01 816.24 TOP OF DAM 817.5 PROPOSED FREEBOARD 2.25 2.17 1.94 1.71 1.49 1.26 Floatation Calculation _Villas at Hickory Tree SCM CESI JOB NO: 240521.000 BY. NEW P.O. Box 268 DATE: 8/23/2024 P M: NEW Concord. NC 28026 REVISED: NEW Wet Pond 1 Floatation Calculations Calculations Given Data 7 Standard Footing Assumptions Density of Concrete 150 Ibs/f A3 1. Footing base to be 1 ft. wider than structure Density of Water 62.4 lbs/ftA3 on all sides. Safety Factor (S.F.) 1.25 2. Footing depth to be a minimum of 24 inches in depth. Equations used: Outlet Structure Weight, W(s)= (w+2t)^2*h-w^2*(h-t)x D(c) where, w= outlet box inside dimension,ft. Displaced Water Weight, W(w)= (w+2t)^2 x D(w)x lI t= structure wall thickness,ft. h= height of structure,ft. Required Base Weight, W(b)= (W(w)x S.F.)-W(s) D(c)= density of concrete, Ibs✓ft^3 D(w)= density of water,lbs✓ft^3 Required Footing Volume, V(t)= W(b)/Dc-Dw S.F.= safety factor DC i Outlet Structure Structure Dimensions Object Weights Height of structure, h = 4 ft. Outlet Structure Weight, W(s) = 6600 lbs .......................................................................................................................................................................................................................................................................................................................................................................................................................................... Structure wall thickness, t= 6 in. Displaced Water Weight, W(w) = 6240 lbs ...............................................................................................................................................................................................................................................................................................................................................................___..................................................................... Outlet box inside dimension, ww= 4 ft_ Req'd Base Weight. W(h) = 1200 lbs Footing Size Required Footing Volume, V(fr) = 14 cf Standard Footing Length, L = 4.00 ft Provided Footing Volume, V(fp) = 16 cf Standard Footing Width, W= 4.00 ft. ......... .......................................................................................................... ..._____........................................................................................................................................................................................................................................ Footing Check okay Minimum Footing Depth, D= 1.00 ft Footing Size to be used: Length= 4.00 ft. Width = 4.00 ft. WDP Outlet Structure Depth = 1.00 ft. 16 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Rip-Rap Sizing Pipe Dia Thickness Location Qio(cfs) do(in) La(ft) W(ft) dso(in) D(in) (in) FES Al* 17.95 18 16 17.5 8 12 18.0 FES B 1 13.49 24 13 15.0 6 9 13.5 *- Q100 is analyzed. See the next pages for graph. 17 F E S Al Appendices 3D0= 3*(1.5') = 4.5' 3o It I ,, Outlet W = Do + La = 1.5' + 16' = 17.5' 90.E ' iuli■1 • II i �I: • null■■ II I diameteripe ill minim� t "� (Do) } minim 1 ..;.,4 minium ..dim La ---1.1 80 i - ' r111111111 *il�A111 I T i iwater < 0.5Do I _ -- 1 mini N iarn lr : ''� runt ,:lii+11'11 , m ,, ;Clrlilrlir \ '.; 7C _ II ',- -- ; hIllal'V,. 1. '' •4II1L1' 11Pr, ' I 11:i 1Fralr .; ':III I r i1II:11/PA ''J I1 I \gng \ 60 T I r-- °`. . MI'\ , 11111I_ MIMi I d,, '/u; • 111111 I_ Ili ■ _ . __o, re/WI40, �� IIIlII1111111111111111I11 1_ ripmit urn■m it nur 1� r1111111111111 Ill!: IA 4 ■ r _ r I maim DA.,,i8 ( ` 1 rlllll11 - A171111 - I� k i rr11111111 °�11rsrllI 1` LA = 16.0 3 1 r I i _ 1 i,� �e I r11111111 uilm;mn, Ill 1 r 1 ■ ■■ r .rl .1rr� - 1— r1I11•IIIIIII1111SII!ii I .. Ili II r I •UU •■■■■ ■ _. _ Far 1 rllllll IIIIV::IIIHI! lIUIll�lIuul ��■■■■ :.% �'' 1 . i:il'JIIriI ,.. III II II ■■■■■ 1a ._o- ( h , d11151ur:•nd I Ill■ - uuIuIUIlr11 Imlay. }d ,�I= I _- V.. 1/111I51'inllll'1 it 20 nr■�11■■u1 I■1 10■■■ ■ i:Ii.• i 411 1 lalillum nlir mill IIII■1r1�11■III■II■111• ■ %L'O1r' ■>♦ I ---_ -_-- ,11111P'.il uR ti . 3 IIII�liellO■IINIIr 7►.:0001 }� __ _ r� ,nilr: 111■��1 111�11 �*rd��/Ri�r. I _ _ - IliIIIll' -. III■rrrm�l=Illrr!:IAA%■�-■�' .'WIIII , 10 J Illl■rrre'! iimil ;illllr�il■IlU H � I — -- r ;III l ��; IIII��11�^illllrrl 1" giiiiimill w �4 • i;i ' - � ft . 1111/1 I! 1- _:iil1r��11 111■llrrl 1 V ��"AI!111: ii III■ I1U111r11III � _ _ /' '� iimIIPaIl l;ll'I C - 111111111111111111r 1 i •�i1111!dll/11!=Ilill�i'{� N 0 III■ MIIII■Ilirllrll 1 ■ ■ r I An:IIIII.IIIiu ll' • 2 111■ 11 11 II I 1 _ �' I��'i I IPill1IILIYII!llli i U) III■�111III 11Il1 I EU IE--I _ *` I - p •. :•- '-1 /./IIn:IuP1":::;4 uI I III��I�■III I uul ■■■■■■■■ r■ , �� a * 11II':::itrin • 1111 �- iiis III i II uN.■■■umm•■ — -_ d 7 I�i':i11,51M 1 IIIIIIIIIIL cti Q 1 II■III 11 I r1111 ■■ ■■ _ _ '. } V II _ �i ,ice i a III:11111111111111111111 I - iii: I I IbbEEi:: i ■��■_-i_ - ;. 1'l� �i"- I ' ��.ii .IIIllIIIuIIllIIlIlIlIIIll °C MI MI II I � V= � �=1!-� r rIII111111■IIIIIIIIIIIIII �o rM11111111 11111111111 r 1 -0 _ Ill I I 1� ��r_� ' V I ----- 1111L1P!!I !Ii!i! 11 1. _- - • • v_5'I r'11riIM; / M i' , I 1I I ! iigi .� I i 1 li I Al, iIL_. Hi .I,1 iI H..i j .. • a • I I • 11l Ii- li.I 1 iill, I--:ill•il1ii•,0 3 5 10 20 50 100 200 500 1000 Q10 - 16.19 CFS Discharge(ft3/sec) D50 = 0.6' OR 7.2" = 8" Q100 = 17.95 CFS Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter). Rev.12/93 8.06.3 F E S B 1 Appendices 3D0= 3*(2') = 6' 30 It i ,, • I. I• 1 :II' Outlet w = D0 + La = 2' + 13' = 15' ' ' ' {{{nu11 ' II I. 90 'mum I pipe ' I minim 1 , i diameter (Do) t. 1 f.iiiiiimi I %.lti I I inium ..do,;(GIly La -- 80 our �'ll�A111 II T�i lwater < 0.5D0 1 mini Id iir11 lr r - -I rnut ,51ii+i,ii y pm] Ill ,, 'a iiriir 11 a4), 7C ,it l i_ /51pa:11'1r i1 � •,in.ri ri Pr i o� . .:1!i1rn11: a liCC 1n1 I - 7,ii:IIICI.11' !IIIIu nii oi„„,,,,m 116 ± -;---- ! - - nerrn rl ,I • n■1ng�r iin■l ii be; 0" A• ■11i11'• li mi J��50 , - -1 TIRE i I -6 a''�i�i—r 11 ru�i • uuu■1= ra71 uunull■■ 40 f iiil��NI 1 il�111_ i ■�.nnnuul,t, r I I I I i I I I I I I il 1 un:.i1 1- J_, �' rimi is. 1111111111 DA Alum g,ii ■urlluul MIN 111 4 __ i � �MI 11�11 ° .linsum11u LA = 13.0 3 -_-- { 1►� �.1�=ire rllll III III/III:IIIIlI III .: IICIr r1■ r11Il1111111:111 iVSn■r/ 3A. -. _— , �/;i�r:i I1r,....■. ■.•num 1rnv::anlllw —____. s:P� iiU"1'�.m.■ 3 ■ .lellrin:.11 um -- a 1 a.i%a�i/�// Ir�r ■ dl 1511U'.'iAla/, Ii II I: r d111115r'.u1111r1■11 20 nu■ - 15 I..r:r 'di!,i■id.w ii I•■�■ • M= Iaiillu/1r,nir nlii¢II 3 uu■�1r� %/•�I 1111■1 I ■ _ llIIIu' iI lu' ., 111i 2 i _ ,.•, r v , ul■ d�iii 1IhII 1■■111 1 I-. I v- 0 111■Mjr I u• 1lil■1 I IiS IiP ;O IIII.��rr! I _ _ III 1111.1111 ■ '� �l�i 'fie ' 111r'lr''..w � - iil.� I I ■ 1- / /v- r r r III■ -- IIMl ■■ yJ "r. miludrui ;� • NIII■� { I ■■ i , nllll:dllill,Ilil1,1 I. a) 0III■�� u n ■■.� �iru:nuluril sup Ir 2 : �'�B III " IP:ii ■, rA igin,11.rla,rg,,.■ inn■ _.ins t 1 1 I 1, �' �■ �ll.lI .1,liso.: nu■u wci iii. '.I� '_. Yi I1:1II151ri11111111111111■11 a 11■ 1 } V n 25," - I/ UI ,�/iIi P'IIIri1111111111111111111■11 u{: -._ -- , ,1{ I}pn, "l .��,i�l :.��.�wr =i�1■.inuunnnuuun■■ Ilia 20 /�rllr� Ail :iiii'i"li:i111iiiii{{ii:{i II V= •r1/Liil�,lil �r111111111111111111111111■1. 111 �6 ,, r �� .1''I 11111 1 nm un■u 1v- 15- _ I I/r n/� ,i i. i�'�1 IIIi�I u 1 , ,,, ,.1.�„ 1i v_10 a � _ i ! ill ! v=5 _.....+rl i•1_..l � IIL-, '•I ,i,i II ,I .:� : . •.;i ' I ,I I 11. 0 3 5 10 20 50 100 200 500 1000 Q10 = 13.49 CFS Discharge(ft3/sec) D50 = 0.45' OR 24" MIN GOVERNS 5.4" = 6" Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter). Rev.12/93 8.06.3 O O a) N I `o N C) N 00 N (6 CtS O N Cl) C M • a z 5 O Co a) V 0 a 0 0 .y C) Wco Cn V� N �L co W O ^+ Z a) O E L a o �— A 0 3 0 U) co 0 0 M L li V U T O i d _ 0 0 a) LV O 0 a ' 1^ 1) 3 ) 0 S a) Q m CO ', co C = (V _ _ �_ O_ � �_ co J 2 0 m m m N N N CO O I 0 0 0 C..) C.)' 0 0 U Q o 0 0 0 0 0 0 0 o (0 00 0) O 6) O CO N CO -4- N LI. I m m m I I I I N N I N. CO 0) _ co ON LL M 0 0 0 M M M 2 0 0 0 0 0 M 0 0 0 2 On CIO CO N_ CO co N v v CO N. 0) O LO LO O 0 0 0 LC) LO O O LO 0 v V W N N- CO N- 00 0) 03 N O N N O 0 O CO h N CO 0) CO O N- N ai N h 4 N 4 CO N 4 0) Oi CO co 0) 0) 0) CID 1- OOi O co 0) CC) OCCi N N N N N N N N N N N N N N N N N N N N N N 0 C 2 v co co CO co co co co co co co co co co co co co (0 co co co co co co co N LO O O O CO N N O 0 O 0 0 O 0 O 0) 0) O 0 O 0) O 0 M 0) 1- LO 0 O 0) 1,- (0 LO LO LO 0 0 O LO LO CO (0 LO LO LO NY O p o — — — — 0 0 0 0 o o O o 0 0 0 —)C) Y O co co co co co co co co CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO 0 0 0 0 O 0 O 0 O O O o 0 0 O 0 0 0 0 O O 0 O Z j v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v O N c L U U U U U U U U U U U U U 6 U U U 5 U U 6 U U m 0 J ccw O A L) a) 'T Ncsr cc) co II) LO o 1r) Ln Ln Ln Ln Ln Ln Lo cc) co Lo Lo Lo Lc) 1r) LO Ln E a C N C Z J Cl) 0) I,- 0) 0) N. 0 N V V 0) N- O O 00 Co M C0 LO 0) ✓ Q N N NI- LO CO LO 0 M 0) ) N O COLO (0 0 LO CO CO Nr u) 00 0) CO O CO M v v LO 4 LC) CO M V V V v LC) 6 LC) > N N N N N N N N N N N N N N N N N N N C W v CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CC) CO CO co G) O 0) 0) N LO V- 03 O O 0) 0) 0) O N N • Q O co LO 1\ 0) 0) 03 CO N LO co co 4 4 M LO LO cc) co LO LO CO LO C O, — 6 O U) CO CO O O O O O U O O O O O O O O Jtl).— • o 03 0) N 0 00 0 N V v V CO 0 O CO CO CO CO LO r' C 0 N N- M N N TO 0) CO O CO 0) LO CO 0 M LC) 00 CO 0)Q _ M 00 O) M 0) — M (`') V V 4 4 0) CO M N- N- N- 4 LC) LC) > N N N N N N N N N N N N N N N N C W m tO M tO OD tO OD m M QO M M C0 OD tO OD M tO M tO OD tO OD I C 0 O O O 0 0 O 0 O 0 0 0 0 0 0 O O 0 O 0 O 0 O C O LC) LL) LC) LC) O LC) O 11) LO LO 'xi O LC) O LC) LL) LC) LL) O LC) O LC) w o w O O O O O O O O O O O O O O O O O O O O O O O toC CD CI) 0) 0) 0) 0) 0) 0) 0) 0) 0) 0) o) 0) 0) 0) 0) 0) 0) 0) 0) 0) 0) 0) 3 O'� O C) C) C) C) C) C) O C) C) C) C) O O O O O O O O O O C) 0 re0V 0 O CO 0 1— (O 0 O 0 Ln O (0 x- CO CO 0 CO I 0 CO x- O 0)I,- L LT- CA co O M N N O O O O N O O O O O O O L V V O O O O O O O O O O O O O O O O O O O O O O O E a) (h Ind O O O O O O O O O O O O O O O O O O O O O 0 O N • NCO O 0 O O O O 0 O O O 0 O O O O O O 0 0 O 0 0 rs C O O O O O O O O O O O O O O O O O O O O O O O > 0 0 Z s n n 0.) a) m a) a) a) a) a) a) a) a) 0 t c 0. 2 3 = = = = 2 2 m «) (0 01 (0 m (0 m m = CO (0 CO 3 = +C 'H M 0 0 0 0 M M 0 0 0 0 0 0 0 0 0 M 0 0 0 0 0 o W N LO V M V N V 1,- C'�) 0) 0) M W N N CO N O M V LO CO (O CO 0 a) O C� OD CO CO C� co O N O O 0) 00 N O O p Z m CO O 0) O O O 1� O O C O N O CO M N V co O O 0) 1� O O M 4 O LO 0 C m =m . 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O O CD O 0 CD O O O CD O 0 CD O 0 0 O O O O L CD0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +' o v o 0 o v v o o v v v v v o 0 0 0 0 0 • 5 N L ▪ s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C rn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ✓ C o v o 0 o v v o o v v N v v o 0 0 0 0 0 V) J a, et. U 'Li U U U U U U U U co 26 Q_ cccc 0 cc cccc 0 0 0 0 0 cc cc 0 cc 0 m CO Is- V V CO Is- 6) O LO LO 0 O O O LO Ln O 0 LO N N. CO m 6) m N O N N 0 0 0 LO N CO O LO E y .4 N V CO N V 6 66 m 6 6 6 m 1- 6 66 m �. 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C C O C O C C O O O O O O O C O O O O O O O O O V_ CO CO 0 0 CO CO CO N- CO V O N O) O CO 00 V O W CO N n CO N CO a— CO O O 4 Ca CO N� N N� Ca CO CO N M CO a— V CO n O a— a— J C O- N O ()) N V CO V V CO Ln CO Ln CO V V V Ln CO Ln 6 CO CO CO n ++^ N N N N N N N N N N N N N N N N N N N N C C = M v CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO 0 N NJ- CO N— N CO N— O COCOCO COCOCO N O 00 CO N— N- a) _ N- CO 0) CO CO N- 0) CO N CO CO (O CO 00 N CO O CO CO (O 00 _0 C N M O O .— M O .— V -- CO CO CO CO O V -- CO CO CO CO CO CO CO E J 3 N N N N N N N N N N N N N N N N N N 7 () 0 c.-; CO co CO co CO co co CO co CO CO CO co CO CO co CO CO CO co CO CO co CO Z = 0 00 O N- CO CO CO O CO CO O N N- N CO CO CO CO N- O CO Ca CO a) CO CO O Cal O CO V CO CO CO CO CO Cr) O O O O O CO N Q CO CO CO N CO CO CO CO N 4 4 CO V V CO CO CO CO CO CO CO CO CO - C _O e O CO O ,— .— CO M CM a- O O O O O CO O O O O O O O O O J Cn V CO N- 6) CO N— O N V V CO N� O O CO CO M CO CO CO CO Q N N a— NI- CO CO CO CO CO CO N V O CO CO O M CO CO a— CO V I,- a) CA O .— M 6 .— CO CO 4 4 CO 4 CO CO CO 4 4 V 4 CO CO CO CO N N N N N N N N N N N N N N N N N N N N> C _I c.-; 00 co 00 co CO co co CO co CO CO CO co CO CO co CO co CO co CO 00 co 00 W O 00 Cr) N O CO O N V V V V CO O O CO CO CO CO CO CO C O N N- V CO N N a— CO CO CO CO M CO � COCOV CO CO O CO 0 a— V N ❑ co CO CO M CO CO CO V V V V CO CO CO N V V V CO CO CO N N N N N N N N N N N N N N N N N > J^ co CO co CO CO CO CO co CO co co CO co CO co CO co co CO co CO co CO co c W O O O 00 0 O O O (N O ON O O O CO 00 O O CO CO CO O O .0 CO O O O O CO In V CO O CO N CO CO N CO CO V ON +- O N CO V CO CO CO O N N N N- 00 O CO C ,� V V CO N ON M CO N N V ON 00 CC) V V 00 CO CO CO CO V CO N- 6 J m N CO N. CO V N. CO M CO N N. CO CO V Ln CO CO N CO a) C 0 o U o U U U U CJ U CJ U U U U CJ U o U U U U U U C) -- L .I . J N L 0 £ C 00 00 O CO CO CO O CO O O CO O CO 00 CO O O CO O CO O CO ON p Q.0 a, . CNC O Ce J N N M >, _cO cn NI- N-COCO N CO V CO CO O CO N- O CO O a- 0 CO 0 0 C O 11411 r .F M CO CO CO CO CO V V CON- O CO NY -CO N NY t` W CO CO Z as LL . .— V CO .— .— COV V V CON O .— O 4 M M M M N (N a— O O C /� RS -a 0 E Y O c Ez J M Li r�V) .— c } W O L 0 o u y Q CO ( N` co Cn v oo -a J m m m m ❑ CO ON N N N CO O = ❑ - - m 0 ❑ N a) Q U 0 0 Q CO ❑ ❑ ❑ ❑ ❑ , ❑ ❑ 2 O' ❑ ❑ U c C COO 00 CO O CO O CO �/� W = co co co = _ _ = N N I r` CO CO = C0 C0 NL 2 0 0 0 2 2 2 2 0 0 ❑ ❑ ❑ 2 ❑ ❑ ❑ `G ❑ ❑ ❑ 0 0 .. a) Et E W L aa) W 0 2 0 O .W C 6 CO CO CO O O ,— N M V d Z u)'A O ,— N coM 'C CO CO N- co00 COO N N N N N C Z Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 Pre Da5 Hydrograph type = SCS Runoff Peak discharge = 0.259 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 576 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 Pre Da5 Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - j 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 Pre Da4 Hydrograph type = SCS Runoff Peak discharge = 1.838 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,143 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 Pre Da4 0 (cfs) Hyd. No. 2 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 West Pre Da Run Off Hydrograph type = Combine Peak discharge = 2.097 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,719 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.950 ac West Pre Da Run Off o (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 k11%.**4 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 Pre Dal Hydrograph type = SCS Runoff Peak discharge = 1.711 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,786 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 Pre Dal 0 (cfs) Hyd. No. 4 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 1 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 Pre Da3 Hydrograph type = SCS Runoff Peak discharge = 0.112 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 293 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 Pre Da3 0 (cfs) Hyd. No. 5-- 1 Year 0 (cfs) 0.50 - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 Pre Da2 Hydrograph type = SCS Runoff Peak discharge = 0.112 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 345 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 Pre Da2 Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 East Pre Da Run Off Hydrograph type = Combine Peak discharge = 1.935 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,424 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.870 ac East Pre Da Run Off 0 (cfs) Hyd. No. 7 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 8 Total Pre Da Run Off Hydrograph type = Combine Peak discharge = 4.033 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 11,144 cuft Inflow hyds. = 3, 7 Contrib. drain. area = 0.000 ac Total Pre Da Run Off 0 (cfs) Hyd. No. 8 -- 1 Year 0 (cfs) 5.00 5.00 4.00 I 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — L 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 8 Hyd No. 3 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 9 Post Da25 Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs Storm frequency = 1 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 539 cuft Drainage area = 1.750 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.010 x 98)+(1.740 x 51)]/1.750 Post Da25 0 (cfs) Hyd. No. 9 -- 1 Year 0 (cfs) 0.10 I 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - I �' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 Pre Da32 Hydrograph type = SCS Runoff Peak discharge = 0.013 cfs Storm frequency = 1 yrs Time to peak = 800 min Time interval = 2 min Hyd. volume = 420 cuft Drainage area = 1.660 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.610 x 49)+(0.050 x 98)]/1.660 Pre Da32 0 (cfs) Hyd. No. 10-- 1 Year 0 (cfs) 0.10 - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 Post Da27 Hydrograph type = SCS Runoff Peak discharge = 0.838 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,758 cuft Drainage area = 0.250 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.220 x 98)+(0.030 x 49)]/0.250 Post Da27 0 (cfs) Hyd. No. 11 -- 1 Year 0 (cfs) 1.00 - - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 Post Da28 Hydrograph type = SCS Runoff Peak discharge = 0.469 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,090 cuft Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.120 x 98)]/0.120 Post Da28 Q (cfs) Hyd. No. 12-- 1 Year Q (cfs) 0.50 - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 1 0.15 0.10 - - 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 13 West Side Post Da Run Off Hydrograph type = Combine Peak discharge = 1.307 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,807 cuft Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area = 3.780 ac West Side Post Da Run Off 0 (cfs) Hyd. No. 13-- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 4 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 13 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 Post Da2-24 Hydrograph type = SCS Runoff Peak discharge = 5.454 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 10,921 cuft Drainage area = 2.730 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.710 x 98)+(1.020 x 49)]/2.730 Post Da2-24 Q (cfs) Hyd. No. 14-- 1 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 Post Da29-31 Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs Storm frequency = 1 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 1,019 cuft Drainage area = 3.310 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.90 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.150 x 98)+(3.160 x 49)]/3.310 Post Da29-31 0 (cfs) Hyd. No. 15-- 1 Year 0 (cfs) 0.10 1 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 1 0.02 0.02 0.01 0.01 0.00III 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 16 Post Da Flow to Pond Hydrograph type = Combine Peak discharge = 5.454 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 11,940 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 6.040 ac Post Da Flow to Pond 0 (cfs) Hyd. No. 16-- 1 Year 0 (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 it j No\m„......w 0.00 — '— 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 16 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 Trial Route Hydrograph type = Reservoir Peak discharge = 0.288 cfs Storm frequency = 1 yrs Time to peak = 804 min Time interval = 2 min Hyd. volume = 11,910 cuft Inflow hyd. No. = 16 - Post Da Flow to Pond Max. Elevation = 811.70 ft Reservoir name = Detention Pond 1 Max. Storage = 5,592 cuft Storage Indication method used. Trial Route Q (cfs) Hyd. No. 17-- 1 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 4... 1 I- 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No. 17 Hyd No. 16 1111111 [ Total storage used = 5,592 cuft Pond Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Pond No. 1 - Detention Pond 1 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=811.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 811.00 6,389 0 0 1.00 812.00 9,744 8,007 8,007 2.00 813.00 10,967 10,348 18,355 3.00 814.00 12,244 11,598 29,953 4.00 815.00 13,246 12,740 42,694 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 18.00 4.00 0.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00 Span(in) = 18.00 4.00 0.00 0.00 Crest El.(ft) = 813.80 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 811.00 810.97 0.00 0.00 Weir Type = 1 --- --- --- Length(ft) = 35.00 0.50 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 811.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.10 801 811.10 0.03 ic 0.03 ic --- --- 0.00 --- --- --- --- --- 0.027 0.20 1,601 811.20 0.09 ic 0.09 ic --- --- 0.00 --- --- --- --- --- 0.086 0.30 2,402 811.30 0.16 ic 0.15 ic --- --- 0.00 --- --- --- --- --- 0.154 0.40 3,203 811.40 0.20 ic 0.19 ic --- --- 0.00 --- --- --- --- --- 0.194 0.50 4,003 811.50 0.23 ic 0.23 ic --- --- 0.00 --- --- --- --- 0.229 0.60 4,804 811.60 0.27 ic 0.26 ic --- --- 0.00 --- --- --- --- --- 0.259 0.70 5,605 811.70 0.29 ic 0.29 ic --- --- 0.00 --- --- --- --- --- 0.289 0.80 6,405 811.80 0.31 ic 0.31 ic --- --- 0.00 --- --- --- --- 0.314 0.90 7,206 811.90 0.34 ic 0.34 ic --- --- 0.00 --- --- --- --- --- 0.338 1.00 8,007 812.00 0.36 ic 0.36 ic --- --- 0.00 --- --- --- --- --- 0.361 1.10 9,042 812.10 0.38 ic 0.38 ic --- --- 0.00 --- --- --- --- --- 0.384 1.20 10,076 812.20 0.41 ic 0.40 ic --- --- 0.00 --- --- --- --- 0.405 1.30 11,111 812.30 0.43 ic 0.42 ic --- --- 0.00 --- --- --- --- --- 0.424 1.40 12,146 812.40 0.46 ic 0.44 ic --- --- 0.00 --- --- --- --- --- 0.443 1.50 13,181 812.50 0.46 ic 0.46 ic --- --- 0.00 --- --- --- --- 0.462 1.60 14,216 812.60 0.49 ic 0.48 ic --- --- 0.00 --- --- --- --- --- 0.479 1.70 15,251 812.70 0.50 ic 0.50 ic --- --- 0.00 --- --- --- --- --- 0.496 1.80 16,285 812.80 0.52 ic 0.51 ic --- --- 0.00 --- --- --- --- --- 0.513 1.90 17,320 812.90 0.55 ic 0.53 ic --- --- 0.00 --- --- --- --- --- 0.528 2.00 18,355 813.00 0.55 ic 0.54 ic --- --- 0.00 --- --- --- --- --- 0.545 2.10 19,515 813.10 0.58 ic 0.56 ic --- --- 0.00 --- --- --- --- --- 0.559 2.20 20,675 813.20 0.58 ic 0.57 ic --- --- 0.00 --- --- --- --- --- 0.575 2.30 21,835 813.30 0.61 oc 0.59 ic --- --- 0.00 --- --- --- --- --- 0.588 2.40 22,994 813.40 0.61 oc 0.60 ic --- --- 0.00 --- --- --- --- --- 0.603 2.50 24,154 813.50 0.64 oc 0.62 ic --- --- 0.00 --- --- --- --- --- 0.616 2.60 25,314 813.60 0.64 oc 0.63 ic --- --- 0.00 --- --- --- --- --- 0.630 2.70 26,474 813.70 0.64 oc 0.64 ic --- --- 0.00 --- --- --- --- --- 0.643 2.80 27,634 813.80 0.67 oc 0.66 ic --- --- 0.00 --- --- --- --- --- 0.656 2.90 28,794 813.90 2.30 oc 0.61 ic --- --- 1.68 --- --- --- --- --- 2.287 3.00 29,953 814.00 5.26 oc 0.49 ic --- --- 4.77 --- --- --- --- --- 5.260 3.10 31,227 814.10 9.15 oc 0.40 ic --- --- 8.75 --- --- --- --- --- 9.150 3.20 32,501 814.20 12.38 oc 0.21 ic --- --- 12.17 s --- --- --- --- --- 12.38 3.30 33,776 814.30 13.16 oc 0.16 ic --- --- 13.01 s --- --- --- --- --- 13.16 3.40 35,050 814.40 13.62 ic 0.12 ic --- --- 13.50 s --- --- --- --- --- 13.62 3.50 36,324 814.50 13.96 ic 0.10 ic --- --- 13.86 s --- --- --- --- --- 13.96 3.60 37,598 814.60 14.26 ic 0.09 ic --- --- 14.17 s --- --- --- --- --- 14.25 3.70 38,872 814.70 14.54 ic 0.07 ic --- --- 14.46 s --- --- --- --- --- 14.53 Continues on next page... Detention Pond 1 Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.80 40,146 814.80 14.80 ic 0.06 ic --- --- 14.73 s --- --- --- 14.80 3.90 41,420 814.90 15.05 ic 0.06 ic --- --- 14.97 s --- --- --- --- --- 15.03 4.00 42,694 815.00 15.30 ic 0.05 ic --- --- 15.22 s --- --- --- --- --- 15.27 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Total Post Da Flow Hydrograph type = Combine Peak discharge = 1.477 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 15,717 cuft Inflow hyds. = 13, 17 Contrib. drain. area = 0.000 ac Total Post Da Flow 0 (cfs) Hyd. No. 18-- 1 Year 0 (cfs) 2.00 - 2.00 1.00 - 1.00 0.00 ' 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 Pre Da5 Hydrograph type = SCS Runoff Peak discharge = 0.447 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 926 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 Pre Da5 Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 — 0.15 0.10 — 0.10 0.05 0.05 0.00 — ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 Pre Da4 Hydrograph type = SCS Runoff Peak discharge = 3.975 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,983 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 Pre Da4 0 (cfs) Hyd. No. 2 --2 Year 0 (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 — 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 West Pre Da Run Off Hydrograph type = Combine Peak discharge = 4.421 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,909 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.950 ac West Pre Da Run Off Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 4—L- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 Pre Dal Hydrograph type = SCS Runoff Peak discharge = 3.699 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,359 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 Pre Dal 0 (cfs) Hyd. No. 4 --2 Year 0 (cfs) 4.00 4.00 3.00 3.00 2.00 • 2.00 1.00 1.00 0.00 — ,' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 Pre Da3 Hydrograph type = SCS Runoff Peak discharge = 0.228 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 503 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 Pre Da3 Q (cfs) Hyd. No. 5--2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 Pre Da2 Hydrograph type = SCS Runoff Peak discharge = 0.264 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 615 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.340 x 60)]/0.340 Pre Da2 Q (cfs) Hyd. No. 6 --2 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 i 0.05 0.05 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 East Pre Da Run Off Hydrograph type = Combine Peak discharge = 4.191 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,477 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.870 ac East Pre Da Run Off Q (cfs) Hyd. No. 7 --2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — l L 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 8 Total Pre Da Run Off Hydrograph type = Combine Peak discharge = 8.612 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 19,385 cuft Inflow hyds. = 3, 7 Contrib. drain. area = 0.000 ac Total Pre Da Run Off Q (cfs) Hyd. No. 8 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - 2.00 0.00 - ' , - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 8 Hyd No. 3 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 9 Post Da25 Hydrograph type = SCS Runoff Peak discharge = 0.234 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 1,324 cuft Drainage area = 1.750 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.010 x 98)+(1.740 x 51)]/1.750 Post Da25 Q (cfs) Hyd. No. 9 --2 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 Pre Da32 Hydrograph type = SCS Runoff Peak discharge = 0.144 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 1,105 cuft Drainage area = 1.660 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.610 x 49)+(0.050 x 98)]/1.660 Pre Da32 Q (cfs) Hyd. No. 10--2 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - �- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 Post Da27 Hydrograph type = SCS Runoff Peak discharge = 1.055 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,243 cuft Drainage area = 0.250 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.220 x 98)+(0.030 x 49)]/0.250 Post Da27 0 (cfs) Hyd. No. 11 --2 Year 0 (cfs) 2.00 - 2.00 1.00 I 1.00 -----°" L- 0.00 - ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 Post Da28 Hydrograph type = SCS Runoff Peak discharge = 0.568 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,334 cuft Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.120 x 98)]/0.120 Post Da28 0 (cfs) Hyd. No. 12--2 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 - 0.30 0.20 - 0.20 0.10 0.10 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 13 West Side Post Da Run Off Hydrograph type = Combine Peak discharge = 1.816 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,006 cuft Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area = 3.780 ac West Side Post Da Run Off 0 (cfs) Hyd. No. 13--2 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 13 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 Post Da2-24 Hydrograph type = SCS Runoff Peak discharge = 7.538 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 15,203 cuft Drainage area = 2.730 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.710 x 98)+(1.020 x 49)]/2.730 Post Da2-24 0 (cfs) Hyd. No. 14--2 Year 0 (cfs) 8.00 - 8.00 6.00 ( 6.00 4.00 4.00 2.00 2.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 Post Da29-31 Hydrograph type = SCS Runoff Peak discharge = 0.443 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 2,504 cuft Drainage area = 3.310 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.150 x 98)+(3.160 x 49)]/3.310 Post Da29-31 Q (cfs) Hyd. No. 15--2 Year Q (cfs) 0.50 I 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 _ 0.05 0.00 - ' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 16 Post Da Flow to Pond Hydrograph type = Combine Peak discharge = 7.853 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 17,706 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 6.040 ac Post Da Flow to Pond 0 (cfs) Hyd. No. 16--2 Year 0 (cfs) 8.00 - 8.00 6.00 ( 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 16 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 Trial Route Hydrograph type = Reservoir Peak discharge = 0.377 cfs Storm frequency = 2 yrs Time to peak = 820 min Time interval = 2 min Hyd. volume = 17,677 cuft Inflow hyd. No. = 16 - Post Da Flow to Pond Max. Elevation = 812.07 ft Reservoir name = Detention Pond 1 Max. Storage = 8,743 cuft Storage Indication method used. Trial Route 0 (cfs) Hyd. No. 17--2 Year 0 (cfs) 8.00 - 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - J '- 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No. 17 Hyd No. 16 1111111 Total storage used = 8,743 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Total Post Da Flow Hydrograph type = Combine Peak discharge = 2.086 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,683 cuft Inflow hyds. = 13, 17 Contrib. drain. area = 0.000 ac Total Post Da Flow 0 (cfs) Hyd. No. 18--2 Year 0 (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 e- 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 Pre Da5 Hydrograph type = SCS Runoff Peak discharge = 1.039 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,078 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 Pre Da5 0 (cfs) Hyd. No. 1 -- 10 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 Pre Da4 Hydrograph type = SCS Runoff Peak discharge = 11.09 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 22,427 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 Pre Da4 0 (cfs) Hyd. No. 2-- 10 Year 0 (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 West Pre Da Run Off Hydrograph type = Combine Peak discharge = 12.13 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 24,505 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.950 ac West Pre Da Run Off Q (cfs) Hyd. No. 3-- 10 Year 0 (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 �1` — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 Pre Dal Hydrograph type = SCS Runoff Peak discharge = 10.32 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 20,870 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 Pre Dal Q (cfs) Hyd. No. 4-- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 Pre Da3 Hydrograph type = SCS Runoff Peak discharge = 0.608 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,225 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 Pre Da3 0 (cfs) Hyd. No. 5-- 10 Year 0 (cfs) 1.00 - - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - .d - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 Pre Da2 Hydrograph type = SCS Runoff Peak discharge = 0.774 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,573 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 Pre Da2 0 (cfs) Hyd. No. 6-- 10 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 ■ 0.10 0.10 0.00 - ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 East Pre Da Run Off Hydrograph type = Combine Peak discharge = 11.70 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,669 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.870 ac East Pre Da Run Off Q (cfs) Hyd. No. 7-- 10 Year 0 (cfs) 12.00 I 12.00 10.00 10.00 8.00 - 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 8 Total Pre Da Run Off Hydrograph type = Combine Peak discharge = 23.83 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 48,175 cuft Inflow hyds. = 3, 7 Contrib. drain. area = 0.000 ac Total Pre Da Run Off Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 _ -- ' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 8 — Hyd No. 3 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 9 Post Da25 Hydrograph type = SCS Runoff Peak discharge = 2.037 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,705 cuft Drainage area = 1.750 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.010 x 98)+(1.740 x 51)]/1.750 Post Da25 0 (cfs) Hyd. No. 9-- 10 Year 0 (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 Pre Da32 Hydrograph type = SCS Runoff Peak discharge = 1.734 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,143 cuft Drainage area = 1.660 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.610 x 49)+(0.050 x 98)]/1.660 Pre Da32 Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 Post Da27 Hydrograph type = SCS Runoff Peak discharge = 1.626 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,562 cuft Drainage area = 0.250 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.220 x 98)+(0.030 x 49)]/0.250 Post Da27 0 (cfs) Hyd. No. 11 -- 10 Year 0 (cfs) 2.00 - 2.00 I 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 Post Da28 Hydrograph type = SCS Runoff Peak discharge = 0.832 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,986 cuft Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.120 x 98)]/0.120 Post Da28 Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 i 0.70 0.60 0.60 0.50 0.50 0.40 0.40 I 0.30 - 0.30 0.20 - 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 13 West Side Post Da Run Off Hydrograph type = Combine Peak discharge = 6.127 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 14,397 cuft Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area = 3.780 ac West Side Post Da Run Off Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 13 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 Post Da2-24 Hydrograph type = SCS Runoff Peak discharge = 13.60 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 27,688 cuft Drainage area = 2.730 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.710 x 98)+(1.020 x 49)]/2.730 Post Da2-24 Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 Post Da29-31 Hydrograph type = SCS Runoff Peak discharge = 3.852 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,900 cuft Drainage area = 3.310 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.150 x 98)+(3.160 x 49)]/3.310 Post Da29-31 Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 16 Post Da Flow to Pond Hydrograph type = Combine Peak discharge = 17.24 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 36,588 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 6.040 ac Post Da Flow to Pond Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 16 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 Trial Route Hydrograph type = Reservoir Peak discharge = 0.571 cfs Storm frequency = 10 yrs Time to peak = 868 min Time interval = 2 min Hyd. volume = 36,559 cuft Inflow hyd. No. = 16 - Post Da Flow to Pond Max. Elevation = 813.18 ft Reservoir name = Detention Pond 1 Max. Storage = 20,416 cuft Storage Indication method used. Trial Route Q (cfs) Hyd. No. 17 -- 10 Year Q (cfs) 18.00 18.00 1 15.00 15.00 12.00 12.00 9.00 9.00 6.00 - 6.00 3.00 3.00 0.00 - — 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 Time (min) Hyd No. 17 Hyd No. 16 1111111 [ Total storage used = 20,416 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Total Post Da Flow Hydrograph type = Combine Peak discharge = 6.559 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 50,956 cuft Inflow hyds. = 13, 17 Contrib. drain. area = 0.000 ac Total Post Da Flow Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 _jj----------. 0.00 + i •- 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 Pre Da5 Hydrograph type = SCS Runoff Peak discharge = 1.754 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,527 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 Pre Da5 0 (cfs) Hyd. No. 1 -- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 Pre Da4 Hydrograph type = SCS Runoff Peak discharge = 20.07 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 40,140 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 Pre Da4 Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 West Pre Da Run Off Hydrograph type = Combine Peak discharge = 21.83 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 43,667 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.950 ac West Pre Da Run Off Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 3 — Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 Pre Dal Hydrograph type = SCS Runoff Peak discharge = 18.68 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 37,354 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 Pre Dal Q (cfs) Hyd. No. 4-- 50 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 Pre Da3 Hydrograph type = SCS Runoff Peak discharge = 1.084 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,168 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 Pre Da3 0 (cfs) Hyd. No. 5-- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 Pre Da2 Hydrograph type = SCS Runoff Peak discharge = 1.425 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,850 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 Pre Da2 0 (cfs) Hyd. No. 6-- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 East Pre Da Run Off Hydrograph type = Combine Peak discharge = 21.19 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 42,372 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.870 ac East Pre Da Run Off 0 (cfs) Hyd. No. 7-- 50 Year 0 (cfs) 24.00 24.00 • • • 20.00 20.00 16.00 • 16.00 • 12.00 • 12.00 • • • 8.00 • 8.00 • • • 4.00 • 4.00 • • 0.00 '' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 8 Total Pre Da Run Off Hydrograph type = Combine Peak discharge = 43.01 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 86,039 cuft Inflow hyds. = 3, 7 Contrib. drain. area = 0.000 ac Total Pre Da Run Off 0 (cfs) Hyd. No. 8-- 50 Year 0 (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 8 Hyd No. 3 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 9 Post Da25 Hydrograph type = SCS Runoff Peak discharge = 4.758 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,784 cuft Drainage area = 1.750 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.010 x 98)+(1.740 x 51)]/1.750 Post Da25 Q (cfs) Hyd. No. 9-- 50 Year Q (cfs) 5.00 I 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 Pre Da32 Hydrograph type = SCS Runoff Peak discharge = 4.242 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,794 cuft Drainage area = 1.660 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.610 x 49)+(0.050 x 98)]/1.660 Pre Da32 Q (cfs) Hyd. No. 10 --50 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - k - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 Post Da27 Hydrograph type = SCS Runoff Peak discharge = 2.226 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,983 cuft Drainage area = 0.250 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.220 x 98)+(0.030 x 49)]/0.250 Post Da27 Q (cfs) Hyd. No. 11 --50 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 — 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 Post Da28 Hydrograph type = SCS Runoff Peak discharge = 1.112 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,679 cuft Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.120 x 98)]/0.120 Post Da28 Q (cfs) Hyd. No. 12 --50 Year Q (cfs) 2.00 - 2.00 1.00 I 1.00 ----- L-- 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 13 West Side Post Da Run Off Hydrograph type = Combine Peak discharge = 12.19 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 26,241 cuft Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area = 3.780 ac West Side Post Da Run Off Q (cfs) Hyd. No. 13 --50 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 13 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 Post Da2-24 Hydrograph type = SCS Runoff Peak discharge = 20.26 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 41,902 cuft Drainage area = 2.730 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.710 x 98)+(1.020 x 49)]/2.730 Post Da2-24 Q (cfs) Hyd. No. 14 --50 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 Post Da29-31 Hydrograph type = SCS Runoff Peak discharge = 9.000 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 18,506 cuft Drainage area = 3.310 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.150 x 98)+(3.160 x 49)]/3.310 Post Da29-31 Q (cfs) Hyd. No. 15 --50 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - 2.00 0.00 ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 16 Post Da Flow to Pond Hydrograph type = Combine Peak discharge = 28.76 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 60,408 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 6.040 ac Post Da Flow to Pond Q (cfs) Hyd. No. 16 --50 Year Q (cfs) 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 I 5.00 5.00 L J � 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 16 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 Trial Route Hydrograph type = Reservoir Peak discharge = 3.242 cfs Storm frequency = 50 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 60,379 cuft Inflow hyd. No. = 16 - Post Da Flow to Pond Max. Elevation = 813.93 ft Reservoir name = Detention Pond 1 Max. Storage = 29,166 cuft Storage Indication method used. Trial Route Q (cfs) Hyd. No. 17 --50 Year Q (cfs) 30.00 I 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 ____ ____mmiailL 5.00 5.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) Hyd No. 17 Hyd No. 16 1111111 [ Total storage used = 29,166 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Total Post Da Flow Hydrograph type = Combine Peak discharge = 12.77 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 86,620 cuft Inflow hyds. = 13, 17 Contrib. drain. area = 0.000 ac Total Post Da Flow Q (cfs) Hyd. No. 18 --50 Year Q (cfs) 14.00 14.00 • 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 IL 1- 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 Pre Da5 Hydrograph type = SCS Runoff Peak discharge = 2.110 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,261 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 Pre Da5 0 (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 Pre Da4 Hydrograph type = SCS Runoff Peak discharge = 24.61 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 49,304 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 Pre Da4 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 J ____ _ _ 0.00 — k — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 West Pre Da Run Off Hydrograph type = Combine Peak discharge = 26.71 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 53,565 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.950 ac West Pre Da Run Off Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 28.00 I 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 Pre Dal Hydrograph type = SCS Runoff Peak discharge = 22.90 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 45,882 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 Pre Dal Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 Pre Da3 Hydrograph type = SCS Runoff Peak discharge = 1.323 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,654 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 Pre Da3 Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 Pre Da2 Hydrograph type = SCS Runoff Peak discharge = 1.755 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,513 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 Pre Da2 Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 East Pre Da Run Off Hydrograph type = Combine Peak discharge = 25.98 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 52,049 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 4.870 ac East Pre Da Run Off Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 8 Total Pre Da Run Off Hydrograph type = Combine Peak discharge = 52.69 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 105,614 cuft Inflow hyds. = 3, 7 Contrib. drain. area = 0.000 ac Total Pre Da Run Off Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 X 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 8 Hyd No. 3 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 9 Post Da25 Hydrograph type = SCS Runoff Peak discharge = 6.207 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 12,562 cuft Drainage area = 1.750 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.010 x 98)+(1.740 x 51)]/1.750 Post Da25 Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 Pre Da32 Hydrograph type = SCS Runoff Peak discharge = 5.585 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 11,356 cuft Drainage area = 1.660 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.610 x 49)+(0.050 x 98)]/1.660 Pre Da32 Q (cfs) Hyd. No. 10-- 100 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 l 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - L , - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 Post Da27 Hydrograph type = SCS Runoff Peak discharge = 2.507 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,656 cuft Drainage area = 0.250 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.220 x 98)+(0.030 x 49)]/0.250 Post Da27 0 (cfs) Hyd. No. 11 -- 100 Year 0 (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 Post Da28 Hydrograph type = SCS Runoff Peak discharge = 1.243 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,006 cuft Drainage area = 0.120 ac Curve number = 98* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.120 x 98)]/0.120 Post Da28 0 (cfs) Hyd. No. 12 -- 100 Year 0 (cfs) 2.00 - 2.00 1.00 1 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 13 West Side Post Da Run Off Hydrograph type = Combine Peak discharge = 15.38 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 32,580 cuft Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area = 3.780 ac West Side Post Da Run Off Q (cfs) Hyd. No. 13-- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 • 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 13 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 Post Da2-24 Hydrograph type = SCS Runoff Peak discharge = 23.42 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 48,785 cuft Drainage area = 2.730 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.710 x 98)+(1.020 x 49)]/2.730 Post Da2-24 Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs) 24.00 I 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 14 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 Post Da29-31 Hydrograph type = SCS Runoff Peak discharge = 11.74 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,761 cuft Drainage area = 3.310 ac Curve number = 51* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.150 x 98)+(3.160 x 49)]/3.310 Post Da29-31 Q (cfs) Hyd. No. 15-- 100 Year Q (cfs) 12.00 I 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 J 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 16 Post Da Flow to Pond Hydrograph type = Combine Peak discharge = 34.58 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 72,546 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 6.040 ac Post Da Flow to Pond Q (cfs) Hyd. No. 16-- 100 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 — ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 16 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 Trial Route Hydrograph type = Reservoir Peak discharge = 10.09 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 72,516 cuft Inflow hyd. No. = 16 - Post Da Flow to Pond Max. Elevation = 814.13 ft Reservoir name = Detention Pond 1 Max. Storage = 31,596 cuft Storage Indication method used. Trial Route Q (cfs) Hyd. No. 17-- 100 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) Hyd No. 17 Hyd No. 16 II I I I I I Total storage used = 31,596 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Total Post Da Flow Hydrograph type = Combine Peak discharge = 16.87 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 105,096 cuft Inflow hyds. = 13, 17 Contrib. drain. area = 0.000 ac Total Post Da Flow Q (cfs) Hyd. No. 18-- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 — � $ 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 17 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.414 2 718 4,266 2013 PRE-DA 1 2 SCS Runoff 0.093 2 720 306 2013 PRE-DA 2 3 SCS Runoff 0.095 2 718 263 2013 PRE-DA 3 4 Combine 1.599 2 718 4,835 1,2,3 PRE 1 2 3 5 SCS Runoff 1.520 2 718 4,585 2013 PRE-DA 4 6 SCS Runoff 0.230 2 718 523 2013 PRE-DA 5 7 Combine 1.750 2 718 5,108 5,6 PRE 4 5 10 SCS Runoff 9.431 2 718 18,898 2024 Post DA 1 11 SCS Runoff 0.362 2 718 770 2024 Post DA 2 12 SCS Runoff 0.930 2 718 1,907 2024 Post Da 3 14 Combine 3.349 2 718 9,943 4,7, 2013 PRE DA 15 Combine 10.72 2 718 21,575 10, 11, 12, 2024 Post Bypass 17 Combine 14.07 2 718 31,518 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 7.040 2 720 18,897 10 815.25 3,240 Pond Routing 240521.000 Pond.gpw Return Period: 1 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 1.414 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,266 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 0 (cfs) Hyd. No. 1 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 0.093 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 306 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 0 (cfs) Hyd. No. 2 -- 1 Year 0 (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.021111111 0.02 0.01 0.01 IIIIII 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.095 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 263 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 0 (cfs) Hyd. No. 3 -- 1 Year 0 (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 - 0.03 0.02 0.02 0.01 0.01 0.00 — 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 1.599 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,835 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 0 (cfs) Hyd. No. 4 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 � — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 1.520 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,585 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 0 (cfs) Hyd. No. 5-- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.230 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 523 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25L . 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 1.750 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,108 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 0 (cfs) Hyd. No. 7 -- 1 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 9.431 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 18,898 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 Q (cfs) Hyd. No. 10-- 1 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - 2.00 0.00 - - ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 0.362 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 770 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs) 0.50 I 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 — 0.15 0.10 — 0.10 0.05 0.05 0.00 — ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 0.930 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,907 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 0 (cfs) Hyd. No. 12-- 1 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - ' ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 3.349 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,943 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs) 4.00 - 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 10.72 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 21,575 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass Q (cfs) Hyd. No. 15-- 1 Year 0 (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 14.07 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 31,518 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS 0 (cfs) Hyd. No. 17-- 1 Year 0 (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 7.040 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 18,897 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 815.25 ft Reservoir name = Wet Pond Max. Storage = 3,240 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18-- 1 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 10 1111111 [ Total storage used = 3,240 cuft Pond Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Pond No. 1 - Wet Pond Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=815.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 815.00 12,244 0 0 1.00 816.00 13,489 12,866 12,866 2.00 817.00 14,762 14,126 26,992 2.50 817.50 15,466 7,557 34,549 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 18.00 4.00 Inactive Inactive Crest Len(ft) = 16.00 0.00 0.00 0.00 Span(in) = 18.00 4.00 0.00 0.00 Crest El.(ft) = 815.00 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 811.00 814.00 0.00 0.00 Weir Type = 1 --- --- --- Length(ft) = 36.93 0.50 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 0.50 0.00 n/a N-Value = .012 .012 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 815.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.10 1,287 815.10 15.34 ic 0.13 ic --- --- 1.68 --- --- --- --- --- 1.817 0.20 2,573 815.20 15.34 ic 0.19 ic --- --- 4.76 --- --- --- --- --- 4.952 0.30 3,860 815.30 15.34 ic 0.23 ic --- --- 8.75 --- --- --- --- --- 8.982 0.40 5,147 815.40 15.34 ic 0.27 ic --- --- 13.47 --- --- --- --- --- 13.74 0.50 6,433 815.50 15.94 ic 0.21 ic --- --- 15.73 s --- --- --- --- --- 15.94 0.60 7,720 815.60 16.38 ic 0.16 ic --- --- 16.22 s --- --- --- 16.38 0.70 9,007 815.70 16.71 ic 0.13 ic --- --- 16.57 s --- --- --- --- --- 16.70 0.80 10,293 815.80 16.98 ic 0.11 ic --- --- 16.87 s --- --- --- --- --- 16.98 0.90 11,580 815.90 17.23 ic 0.09 ic --- --- 17.13 s --- --- --- 17.22 1.00 12,866 816.00 17.46 ic 0.08 ic --- --- 17.38 s --- --- --- --- --- 17.46 1.10 14,279 816.10 17.69 ic 0.07 ic --- --- 17.60 s --- --- --- --- --- 17.67 1.20 15,692 816.20 17.90 ic 0.06 ic --- --- 17.82 s --- --- --- --- --- 17.88 1.30 17,104 816.30 18.11 ic 0.06 ic --- --- 18.02 s --- --- --- 18.08 1.40 18,517 816.40 18.31 ic 0.05 ic --- --- 18.22 s --- --- --- --- --- 18.28 1.50 19,929 816.50 18.52 ic 0.05 ic --- --- 18.45 s --- --- --- --- --- 18.50 1.60 21,342 816.60 18.71 ic 0.04 ic --- --- 18.66 s --- --- --- 18.70 1.70 22,754 816.70 18.91 ic 0.04 ic --- --- 18.81 s --- --- --- --- --- 18.85 1.80 24,167 816.80 19.10 ic 0.04 ic --- --- 18.98 s --- --- --- --- --- 19.02 1.90 25,580 816.90 19.29 ic 0.04 ic --- --- 19.21 s --- --- --- 19.25 2.00 26,992 817.00 19.48 ic 0.03 ic --- --- 19.43 s --- --- --- --- --- 19.46 2.05 27,748 817.05 19.57 ic 0.03 ic --- --- 19.52 s --- --- --- --- --- 19.55 2.10 28,504 817.10 19.67 ic 0.03 ic --- --- 19.54 s --- --- --- --- --- 19.57 2.15 29,259 817.15 19.76 ic 0.03 ic --- --- 19.65 s --- --- --- 19.68 2.20 30,015 817.20 19.85 ic 0.03 ic --- --- 19.76 s --- --- --- --- --- 19.79 2.25 30,771 817.25 19.94 ic 0.03 ic --- --- 19.80 s --- --- --- --- --- 19.83 2.30 31,526 817.30 20.03 ic 0.03 ic --- --- 19.97 s --- --- --- 20.00 2.35 32,282 817.35 20.12 ic 0.03 ic --- --- 19.94 s --- --- --- --- --- 19.96 2.40 33,038 817.40 20.21 ic 0.03 ic --- --- 20.09 s --- --- --- --- --- 20.12 2.45 33,793 817.45 20.30 ic 0.03 ic --- --- 20.17 s --- --- --- 20.20 2.50 34,549 817.50 20.39 ic 0.03 ic --- --- 20.27 s --- --- --- --- --- 20.30 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.275 2 718 7,588 2013 PRE-DA 1 2 SCS Runoff 0.231 2 718 556 2013 PRE-DA 2 3 SCS Runoff 0.203 2 718 457 2013 PRE-DA 3 4 Combine 3.709 2 718 8,602 1,2,3 PRE 1 2 3 5 SCS Runoff 3.519 2 718 8,154 2013 PRE-DA 4 6 SCS Runoff 0.407 2 718 852 2013 PRE-DA 5 7 Combine 3.926 2 718 9,006 5,6 PRE 4 5 10 SCS Runoff 12.99 2 716 26,221 2024 Post DA 1 11 SCS Runoff 0.590 2 718 1,202 2024 Post DA 2 12 SCS Runoff 1.431 2 718 2,876 2024 Post Da 3 14 Combine 7.635 2 718 17,608 4,7, 2013 PRE DA 15 Combine 15.00 2 718 30,298 10, 11, 12, 2024 Post Bypass 17 Combine 22.64 2 718 47,907 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 10.32 2 720 26,220 10 815.33 4,221 Pond Routing 240521.000 Pond.gpw Return Period: 2 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 3.275 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 7,588 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 0 (cfs) Hyd. No. 1 --2 Year 0 (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 • 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 0.231 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 556 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 0 (cfs) Hyd. No. 2 --2 Year 0 (cfs) 0.50 I 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.203 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 457 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 — I 0.10 0.05 0.05 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 3.709 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,602 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 0 (cfs) Hyd. No. 4 --2 Year 0 (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 • 1.00 — 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 3.519 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,154 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 0 (cfs) Hyd. No. 5--2 Year 0 (cfs) 4.00 4.00 3.00 3.00 I 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.407 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 852 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 0 (cfs) Hyd. No. 6 --2 Year 0 (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 - 0.15 0.10 - _ 0.10 I 0.05 0.05 0.00 - • - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 3.926 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,006 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 Q (cfs) Hyd. No. 7 --2 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - I� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 7 — Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 12.99 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 26,221 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 0 (cfs) Hyd. No. 10--2 Year 0 (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 — 2.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 0.590 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,202 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 0 (cfs) Hyd. No. 11 --2 Year 0 (cfs) 1.00 - - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 f 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - I - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 1.431 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,876 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 0 (cfs) Hyd. No. 12--2 Year 0 (cfs) 2.00 - 2.00 1.00 ` 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 7.635 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 17,608 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA 0 (cfs) Hyd. No. 14--2 Year 0 (cfs) 8.00 - 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 15.00 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 30,298 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass Q (cfs) Hyd. No. 15--2 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 22.64 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 47,907 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS Q (cfs) Hyd. No. 17 -- 2 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - .. 1 ! - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 10.32 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 26,220 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 815.33 ft Reservoir name = Wet Pond Max. Storage = 4,221 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18--2 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 10 111111 Total storage used = 4,221 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 9.367 2 718 19,031 2013 PRE-DA 1 2 SCS Runoff 0.701 2 718 1,432 2013 PRE-DA 2 3 SCS Runoff 0.554 2 718 1,120 2013 PRE-DA 3 4 Combine 10.62 2 718 21,582 1,2,3 PRE 1 2 3 5 SCS Runoff 10.07 2 718 20,450 2013 PRE-DA 4 6 SCS Runoff 0.956 2 718 1,913 2013 PRE-DA 5 7 Combine 11.02 2 718 22,363 5,6 PRE 4 5 10 SCS Runoff 23.06 2 716 46,984 2024 Post DA 1 11 SCS Runoff 1.278 2 718 2,556 2024 Post DA 2 12 SCS Runoff 2.902 2 718 5,826 2024 Post Da 3 14 Combine 21.64 2 718 43,946 4,7, 2013 PRE DA 15 Combine 27.19 2 716 55,366 10, 11, 12, 2024 Post Bypass 17 Combine 48.50 2 718 99,312 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 16.19 2 720 46,984 10 815.56 7,175 Pond Routing 240521.000 Pond.gpw Return Period: 10 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 9.367 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 19,031 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 - 2.00 0.00 - ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 0.701 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,432 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 0 (cfs) Hyd. No. 2-- 10 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - • 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.554 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,120 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 0 (cfs) Hyd. No. 3-- 10 Year 0 (cfs) 1.00 - - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 T 0.50 0.50 0.40 ( 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - l - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 10.62 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 21,582 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 Q (cfs) Hyd. No. 4-- 10 Year 0 (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 10.07 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 20,450 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.956 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,913 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 0 (cfs) Hyd. No. 6-- 10 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 : ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 11.02 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 22,363 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 Q (cfs) Hyd. No. 7-- 10 Year 0 (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 23.06 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 46,984 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 1.278 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,556 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 0 (cfs) Hyd. No. 11 -- 10 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 2.902 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,826 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.89 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 21.64 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 43,946 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 27.19 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 55,366 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs) 28.00 I 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 lLaillill..."' _ 4.00 0.00 — L 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 48.50 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 99,312 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS Q (cfs) Hyd. No. 17 -- 10 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 41 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 16.19 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 46,984 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 815.56 ft Reservoir name = Wet Pond Max. Storage = 7,175 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 10 1111111 Total storage used = 7,175 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 13.64 2 718 27,343 2013 PRE-DA 1 2 SCS Runoff 1.032 2 718 2,073 2013 PRE-DA 2 3 SCS Runoff 0.798 2 718 1,597 2013 PRE-DA 3 4 Combine 15.47 2 718 31,013 1,2,3 PRE 1 2 3 5 SCS Runoff 14.66 2 718 29,383 2013 PRE-DA 4 6 SCS Runoff 1.326 2 718 2,653 2013 PRE-DA 5 7 Combine 15.98 2 718 32,036 5,6 PRE 4 5 10 SCS Runoff 29.29 2 716 60,219 2024 Post DA 1 11 SCS Runoff 1.733 2 718 3,481 2024 Post DA 2 12 SCS Runoff 3.864 2 716 7,802 2024 Post Da 3 14 Combine 31.45 2 718 63,049 4,7, 2013 PRE DA 15 Combine 34.88 2 716 71,503 10, 11, 12, 2024 Post Bypass 17 Combine 65.68 2 718 134,552 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 16.95 2 722 60,219 10 815.79 10,171 Pond Routing 240521.000 Pond.gpw Return Period: 25 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 13.64 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 27,343 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 — ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 1.032 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,073 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 0 (cfs) Hyd. No. 2--25 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - J - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.798 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,597 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 0 (cfs) Hyd. No. 3--25 Year 0 (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 - 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 15.47 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 31,013 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 Q (cfs) Hyd. No. 4--25 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 — — — — 0.00 � - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 14.66 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 29,383 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 0 (cfs) Hyd. No. 5--25 Year 0 (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 — k - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 1.326 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,653 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 0 (cfs) Hyd. No. 6--25 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 15.98 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 32,036 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 Q (cfs) Hyd. No. 7--25 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 29.29 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 60,219 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 Q (cfs) Hyd. No. 10 --25 Year Q (cfs) 30.00 I 30.00 25.00 25.00 1 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 1.733 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,481 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 Q (cfs) Hyd. No. 11 --25 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 - — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 3.864 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 7,802 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 Q (cfs) Hyd. No. 12 --25 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 31.45 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 63,049 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA Q (cfs) Hyd. No. 14 --25 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 34.88 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 71,503 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass Q (cfs) Hyd. No. 15 --25 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 I 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 65.68 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 134,552 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS Q (cfs) Hyd. No. 17 --25 Year Q (cfs) 70.00 70.00 60.00 60.00 I 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 L..... 0.00 I ' yJ --in. 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 16.95 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 60,219 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 815.79 ft Reservoir name = Wet Pond Max. Storage = 10,171 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18 --25 Year Q (cfs) 30.00 I i i 30.00 25.00 25.00 20.00 20.00 15.00 A15.00 10.00 10.00 5.00 - - 5.00 J ‘, 0.00 , , _____ _ - TI -'_ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 10 1111111 [ Total storage used = 10,171 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 17.24 2 718 34,471 2013 PRE-DA 1 2 SCS Runoff 1.313 2 718 2,626 2013 PRE-DA 2 3 SCS Runoff 1.002 2 718 2,004 2013 PRE-DA 3 4 Combine 19.55 2 718 39,101 1,2,3 PRE 1 2 3 5 SCS Runoff 18.52 2 718 37,043 2013 PRE-DA 4 6 SCS Runoff 1.632 2 718 3,277 2013 PRE-DA 5 7 Combine 20.16 2 718 40,319 5,6 PRE 4 5 10 SCS Runoff 34.25 2 716 70,932 2024 Post DA 1 11 SCS Runoff 2.107 2 716 4,253 2024 Post DA 2 12 SCS Runoff 4.666 2 716 9,437 2024 Post Da 3 14 Combine 39.71 2 718 79,421 4,7, 2013 PRE DA 15 Combine 41.02 2 716 84,622 10, 11, 12, 2024 Post Bypass 17 Combine 79.86 2 716 164,043 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 17.48 2 722 70,931 10 816.01 13,048 Pond Routing 240521.000 Pond.gpw Return Period: 50 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 17.24 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 34,471 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs) 18.00 18.00 15.00 15.00 4' 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 1.313 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,626 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 0 (cfs) Hyd. No. 2 -- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 1.002 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,004 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 0 (cfs) Hyd. No. 3-- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 19.55 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 39,101 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 0 (cfs) Hyd. No. 4-- 50 Year 0 (cfs) 21.00 I 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 18.52 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 37,043 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 Q (cfs) Hyd. No. 5-- 50 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 — — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 1.632 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,277 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 0 (cfs) Hyd. No. 6-- 50 Year 0 (cfs) 2.00 - 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 20.16 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 40,319 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 0 (cfs) Hyd. No. 7-- 50 Year 0 (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 )1 J • 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 34.25 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 70,932 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 Q (cfs) Hyd. No. 10 --50 Year Q (cfs) 35.00 - I 35.00 30.00 30.00 25.00 - 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 ''''j*----- 5.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 2.107 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,253 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 Q (cfs) Hyd. No. 11 --50 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 4.666 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 9,437 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 Q (cfs) Hyd. No. 12 --50 Year Q (cfs) 5.00 — 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 39.71 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 79,421 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA Q (cfs) Hyd. No. 14 -- 50 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 — 10.00 0.00 — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 41.02 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 84,622 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass Q (cfs) Hyd. No. 15 --50 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 -.I---- 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 79.86 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 164,043 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS Q (cfs) Hyd. No. 17 --50 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — �� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 17.48 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 70,931 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 816.01 ft Reservoir name = Wet Pond Max. Storage = 13,048 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18 --50 Year Q (cfs) 35.00 I 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 ...01,L---\ - 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 10 1111111 [ Total storage used = 13,048 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 21.09 2 718 42,208 2013 PRE-DA 1 2 SCS Runoff 1.613 2 718 3,227 2013 PRE-DA 2 3 SCS Runoff 1.220 2 718 2,445 2013 PRE-DA 3 4 Combine 23.92 2 718 47,880 1,2,3 PRE 1 2 3 5 SCS Runoff 22.66 2 718 45,356 2013 PRE-DA 4 6 SCS Runoff 1.956 2 718 3,946 2013 PRE-DA 5 7 Combine 24.62 2 718 49,302 5,6 PRE 4 5 10 SCS Runoff 39.36 2 716 82,106 2024 Post DA 1 11 SCS Runoff 2.511 2 716 5,075 2024 Post DA 2 12 SCS Runoff 5.505 2 716 11,168 2024 Post Da 3 14 Combine 48.54 2 718 97,182 4,7, 2013 PRE DA 15 Combine 47.38 2 716 98,349 10, 11, 12, 2024 Post Bypass 17 Combine 95.25 2 716 195,531 14, 15, 2013 PRE+2024 BYPASS 18 Reservoir 17.96 2 722 82,105 10 816.24 16,212 Pond Routing 240521.000 Pond.gpw Return Period: 100 Year Monday, 08/26/2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 1 2013 PRE-DA 1 Hydrograph type = SCS Runoff Peak discharge = 21.09 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 42,208 cuft Drainage area = 4.290 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.130 x 98)+(4.160 x 60)]/4.290 2013 PRE-DA 1 0 (cfs) Hyd. No. 1 -- 100 Year 0 (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 2 2013 PRE-DA 2 Hydrograph type = SCS Runoff Peak discharge = 1.613 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,227 cuft Drainage area = 0.340 ac Curve number = 60* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.340 x 60)]/0.340 2013 PRE-DA 2 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 3 2013 PRE-DA 3 Hydrograph type = SCS Runoff Peak discharge = 1.220 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,445 cuft Drainage area = 0.240 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.230 x 60)+(0.010 x 98)]/0.240 2013 PRE-DA 3 Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 4 PRE 1 2 3 Hydrograph type = Combine Peak discharge = 23.92 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 47,880 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 4.870 ac PRE 1 2 3 Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 4 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 5 2013 PRE-DA 4 Hydrograph type = SCS Runoff Peak discharge = 22.66 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 45,356 cuft Drainage area = 4.610 ac Curve number = 61* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.100 x 98)+(4.510 x 60)]/4.610 2013 PRE-DA 4 Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 6 2013 PRE-DA 5 Hydrograph type = SCS Runoff Peak discharge = 1.956 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,946 cuft Drainage area = 0.340 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.050 x 98)+(0.290 x 60)]/0.340 2013 PRE-DA 5 Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs) 2.00 - 2.00 1.00 1.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 7 PRE 4 5 Hydrograph type = Combine Peak discharge = 24.62 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 49,302 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 4.950 ac PRE 4 5 Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 I 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 5 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 10 2024 Post DA 1 Hydrograph type = SCS Runoff Peak discharge = 39.36 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 82,106 cuft Drainage area = 4.780 ac Curve number = 81* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(2.772 x 69)+(2.011 x 98)]/4.780 2024 Post DA 1 Q (cfs) Hyd. No. 10-- 100 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 — 10.00 —7( 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 10 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 11 2024 Post DA 2 Hydrograph type = SCS Runoff Peak discharge = 2.511 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,075 cuft Drainage area = 0.400 ac Curve number = 69* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.400 x 69)]/0.400 2024 Post DA 2 0 (cfs) Hyd. No. 11 -- 100 Year 0 (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 11 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 12 2024 Post Da 3 Hydrograph type = SCS Runoff Peak discharge = 5.505 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 11,168 cuft Drainage area = 0.810 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.26 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.730 x 69)+(0.080 x 98)]/0.810 2024 Post Da 3 Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 12 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 14 2013 PRE DA Hydrograph type = Combine Peak discharge = 48.54 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 97,182 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac 2013 PRE DA 0 (cfs) Hyd. No. 14 -- 100 Year 0 (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — I - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 14 Hyd No. 4 Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 15 2024 Post Bypass Hydrograph type = Combine Peak discharge = 47.38 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 98,349 cuft Inflow hyds. = 10, 11, 12 Contrib. drain. area = 5.990 ac 2024 Post Bypass 0 (cfs) Hyd. No. 15-- 100 Year 0 (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 17 2013 PRE + 2024 BYPASS Hydrograph type = Combine Peak discharge = 95.25 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 195,531 cuft Inflow hyds. = 14, 15 Contrib. drain. area = 0.000 ac 2013 PRE + 2024 BYPASS 0 (cfs) Hyd. No. 17-- 100 Year 0 (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hyd No. 14 Hyd No. 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,08/26/2024 Hyd. No. 18 Pond Routing Hydrograph type = Reservoir Peak discharge = 17.96 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 82,105 cuft Inflow hyd. No. = 10 - 2024 Post DA 1 Max. Elevation = 816.24 ft Reservoir name = Wet Pond Max. Storage = 16,212 cuft Storage Indication method used. Pond Routing Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs) 40.00 -, 1 1 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 _ ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 18 Hyd No. 10 II IIIIHTotal storage used = 16,212 cuft 240521.000 Villas at Hickory Tree SCM I NCDEQ 3305 Hickory Tree Rd, Winston-Salem,NC 27127 Supporting Information 209 ,�1' U.S.DEPARTMENT OF THE INTERIOR The National Map WELCOME QUADRANGLE USGS U.S.GEOLOGICAL SURVEY 'h I Ie T NORTH CAROLINA science for a changing world '"US '�p� 7.5-MINUTE SERIES Approximate -80.3750° Site Location -80.2500° 36.0000° 85700°"`E 58 59 60 61 _ 62 63 64 65 66 67 36.0000° 1984w°mN $ •_ _ �� /�� . _ ' -4,, ..,� 'ec 0 0 r\ J a `I'14' ?>-` �D ��a TL_ �( 84 1 l�ti FOR3LH GRiWINSTON ® ,� --- -_-PO.---_- v - - r edb OAVIDSONO FRYE BRIDGE RD • d�°'$W /�/\y �j --- �, e _r3A/LEIGI---A- o / MDR Q "et, . `lam t % 1 — — — N mi Qb . /AJ - RG CHURCH RD 8' / ; rc , > / -su- pNORYTRFFRD Qy K1111 S O J x Boor - YEN/� / - 1• / , �� NW oQ/ Mf DO I ` i I 40 • 83 I x'1 I- o_�'/R��O da[XFz'iFR ST lQ� / / �, 1� WG<FN<N �`S, ^',, 83 • .y l a/ Th so 3 8 .. - ..l so M/RIAM DR •/0• 40s,,• B°° 1 Miller Cr 7 744Iitik e e_t � ''\ ��? 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L',ill p0 ' 73 a O .p '.\ I pc+°pc `�` 73 / �aA�?E eH \ _ �P . 4 q41 i \ E FRIENDSHIP CNUREN RO �� C . my E�RDKEL Da DR �°\/' \� • r, Lv(ry l/ �... ,. \ 1 Arnold j ----3. p \ HANES A[RFS NORMPN LEONARDL / DR p 0.�sO1 j / Sj )5 j r DRO\ MORGANiN - W, O I S' \. i)...7 72 / - / WN[NESTER�:�Beulah Cem_..� �4 • \419 A u \ , / „ . \ o fgfq'`"My f BOD N°([[4N/FR A`0 ,\ G .—...� 1 POOMTt VE \ ,,P p`Pp nullb(',a Cr Curryt�ow�g�'� r p �� 1 / `� 10� »71D°°'"N J °• 'tom. • t JJ`` \ L� ..� 7e ov W[ENTEP ST E%. _`. \ BROOKS.`/ S - z • .r� x ini RPCp or.....100 ¢ _� .^- �1 r BE[KY HILL RD ti �; 4 I R I ,40 35.8750° 57 58 59 60 61 62 63 64 65 66 e67°0Dd'E -80.3750° -80.2500°35.8750° Produced by the United States Geological Survey MH' SCALE 1:24 000 ROAD CLASSIFICATION ia North American Datum of 1983(NAD83) ) Expressway Local Connector Weed Geodetic System of 1984 IWGS841.Projection and 1 0.5 0 KILOMETERS 1 2 r� •eerH 1 WOme[er grb:Universet Transverse Mercator,Zone 175 >,x grit Secondary Hwy Local Road 1000 500 0 METERS 1000 2000 e Y This map Is not a legal document.Boundaries may be 148 MILS 1 0;5 0 1 Ramp 4WD generalized for this map scale.Private lands within government N reservations may not be shown.Obtain permission before r MILS MILES .Interstate Route 0 US Route O State Route enteringprivate lands. .00.1041 Joc.Tox �x 1000 0 1000 2000 3000 4000 5000 6000 )000 8000 9000 10000 to Imagery NAIP, June 2020 • June 2020 .. FEET =.a Roads U.S. Census Bureau, 2016 ul Names GNIS,1980•2022 TMORIDAxO zeta MAOxanc xoaT Cl1emmoni OEOLI DA.4AT CENTEROF aZ.T Hydrography National Hydrography Dataset,2002-2019 1 2 3 2 Wlnston3elem West CONTOUR INTERVAL 10 FEET Z Contours National Elevation Dataset, 2008 VA mul and NORTH AMERICAN VERTICAL DATUM OF 1988 3WIns[OmSelem East Boundaries Multiple sources, see metadala file 2019 • 2021 lco,aa„m Sever.to 4 5 4 Advance , Wetlands FWS National Wetlands Inventory Not Available pwas proSMldest = This eo tlucetl to Dope Product with the r K 6 Churchland NV NatlOnal Ge05pollal Program US TOpO Standard. _i< 6 7 8 7 Lexington West WELCOME, NC -�-wi 8 Lexington East ADJOINING QUADRANGLES Odd ZoVegnation 2022 Hydrologic Soil Group—Davidson County,North Carolina (240521.000 HYDRO-SOIL MAP) 566030 566070 566110 566150 566190 566230 566270 566310 35°59'37'N I 35°59'37'N 1508 IL re 4.... R 4f , le l n I. jrenceSt ,10404F Ilk,— _ , 1 I , 1 r M y } * ii , 1 CCD J -11 • @AD c � Ta 4' 4111) : 15 .c - •, it I. 8 #-' 8 R CcB ti! Marajo Ct • .»....r. .'41 4 - NMI a i V4I p -iim:048f•�jli. at thou zEal 4 '—•F 35°59'24"N 35°59'24"N 566030 566070 566110 566150 566190 566230 566270 566310 3 3 9 Map Scale:1:1,910 if printed on A portrait(8.5"x 11")sheet. m Meters N 0 25 50 100 150 $ Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Davidson County,North Carolina (240521.000 HYDRO-SOIL MAP) MAP LEGEND MAP INFORMATION Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. 0 C/D Soils • D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil n A/D Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed n B scale. Transportation Q B/D r4-1. Rails Please rely on the bar scale on each map sheet for map n C measurements. ti Interstate Highways C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) n Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts • • A distance and area.A projection that preserves area,such as the 1111 Aerial Photography Albers equal-area conic projection,should be used if more • A/D accurate calculations of distance or area are required. ^r B This product is generated from the USDA-NRCS certified data as .v B/D of the version date(s)listed below. • r C Soil Survey Area: Davidson County, North Carolina Survey Area Data: Version 25,Sep 13,2023 • • C/D Soil map units are labeled(as space allows)for map scales • • D 1:50,000 or larger. • w Not rated or not available Date(s)aerial images were photographed: Mar 13,2022—May Soil Rating Points 9,2022 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background O A/D imagery displayed on these maps.As a result,some minor ▪ B shifting of map unit boundaries may be evident. • B/D USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Davidson County,North Carolina 240521.000 HYDRO-SOIL MAP Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CcB Cecil sandy loam,2 to 8 B 5.3 65.9% percent slopes CcD Cecil sandy loam,8 to A 2.7 34.1% 15 percent slopes Totals for Area of Interest 8.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Davidson County,North Carolina 240521.000 HYDRO-SOIL MAP Component Percent Cutoff.None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 4 of 4 Soil Map—Davidson County, North Carolina 3 t. (240521.000 SOIL MAP) 566030 566070 566110 566150 566190 566230 566270 566310 35°59'37'N 35°59'37'N — - - 1508 4. 1 i . . - . i., - ,:r e -. ik ."1 -a i:1 • ,,. •-,, i• , cu , .ir _ t:,,, 4 1■ ..i .I i!IenceSt Y CcB 1 A - . I: 1r likrgr . 1 aril" ' II . , CeD f r - - - • 1 AP. ,�, •f ,'"fir '� 1• g � '4. ' " T i r ' a) !I iiit- • c.D , o i•. • i1 • 1 \t^ _'1! r _ ., r . , Z lit 4._ d" . 8 ..141111001100, •C`•B ' Marajo Ct - � +1 �o 144 A aMkrE d ottho 3 . • r — ' a 35°59'24"N 35°59'24"N 566030 566070 566110 566150 566190 566230 566270 566310 3 Map Scale:1:1,910 if printed on A portrait(8.5"x 11")sheet m N Meters " 0 25 50 100 150 $ Feet 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 8/23/2024 11-1-111 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Davidson County,North Carolina (240521.000 SOIL MAP) MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause .�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of p Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. (9 Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map cs Borrow Pit measurements. Transportation X Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil Survey URL: ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857) X Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator ,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 0 Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background 46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. iRk Mine or Quarry Soil Survey Area: Davidson County,North Carolina O Miscellaneous Water Survey Area Data: Version 25,Sep 13,2023 Q Perennial Water Soil map units are labeled(as space allows)for map scales v Rock Outcrop 1:50,000 or larger. ▪ Saline Spot Date(s)aerial images were photographed: Mar 13,2022—May 9,2022 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor • Sinkhole shifting of map unit boundaries may be evident. 3) Slide or Slip oa Sodic Spot i\ Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Davidson County, North Carolina 240521.000 SOIL MAP Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CcB Cecil sandy loam,2 to 8 5.3 65.9% percent slopes CcD Cecil sandy loam,8 to 15 2.7 34.1% percent slopes Totals for Area of Interest 8.0 100.0% USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 3 of 3 3 Depth to Water Table—Davidson County,North Carolina 3 (240521.000 SHWT) 566030 566070 566110 566150 566193 566230 566270 566310 35°59'37'N ,_ • 35°59'37'N .,. f41:' -.... .. ___ 1r1� �_ 15081 CO1 . - . . re x '" Florence'St CcB I — 1 . CcD } 4 —i 1• s0 g . , ' . , • CcD o _ a coI , CCB4 Marajo Ct • is fop a�LU Mira i o•at thootO } — 35°59'24"N Y 35°59'24"N 566030 566070 566110 566150 566190 566230 566270 566310 3 Map Scale:1:1,910 if printed on A portrait(8.5"x 11")sheet m Meters N " 0 25 50 100 150 $ Feet 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 8/23/2024 141-111 Conservation Service National Cooperative Soil Survey Page 1 of 3 Depth to Water Table—Davidson County, North Carolina (240521.000 SHWT) MAP LEGEND MAP INFORMATION Area of Interest(AOI) El Not rated or not available The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Water Features Soils Streams and Canals Warning:Soil Map may not be valid at this scale. Soil Rating Polygons Transportation Enlargement of maps beyond the scale of mapping can cause 0 0-25 Rails misunderstanding of the detail of mapping and accuracy of soil n 25-50 line placement.The maps do not show the small areas of ..i Interstate Highways contrasting soils that could have been shown at a more detailed n 50-100 US Routes scale. El 100-150 Major Roads Please rely on the bar scale on each map sheet for map n 150-200 Local Roads measurements. >200 Background Source of Map: Natural Resources Conservation Service ElNot rated or not available NI Aerial Photography Web Soil Survey URL: Coordinate System: Web Mercator(EPSG:3857) Soil Rating Lines Maps from the Web Soil Survey are based on the Web Mercator ,.v 0-25 projection,which preserves direction and shape but distorts • • 25-50 distance and area.A projection that preserves area,such as the Albers equal-area conic projection,should be used if more • . 50-100 accurate calculations of distance or area are required. • r 100-150 This product is generated from the USDA-NRCS certified data as • .• 150-200 of the version date(s)listed below. >200 Soil Survey Area: Davidson County, North Carolina Survey Area Data: Version 25,Sep 13,2023 . • Not rated or not available Soil map units are labeled(as space allows)for map scales Soil Rating Points 1:50,000 or larger. • o-25 Date(s)aerial images were photographed: Mar 13,2022—May 0 25-50 9,2022 p 50-100 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background p 100-150 imagery displayed on these maps.As a result,some minor p 150-200 shifting of map unit boundaries may be evident. ▪ >200 USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 2 of 3 Depth to Water Table—Davidson County, North Carolina 240521.000 SHWT Depth to Water Table Map unit symbol Map unit name Rating(centimeters) Acres in AOI Percent of AOI CcB Cecil sandy loam,2 to 8 >200 5.3 65.9% percent slopes CcD Cecil sandy loam,8 to >200 2.7 34.1% 15 percent slopes Totals for Area of Interest 8.0 100.0% Description "Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A"representative"value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure:centimeters Aggregation Method: Dominant Component Component Percent Cutoff:None Specified Tie-break Rule: Lower Interpret Nulls as Zero: No Beginning Month:January Ending Month: December USDA Natural Resources Web Soil Survey 8/23/2024 Conservation Service National Cooperative Soil Survey Page 3 of 3 8/22/24,3:27 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 6`.60, Location name:Winston Salem, North Carolina, .' ' a� V USA* none N. Latitude: 35.9918°, Longitude: -80.266° \IT) Elevation: 829 ft** p* a"TEs°` *source:ESRI Maps N, „<., **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 4.56 5.41 6.32 6.94 7.62 8.05 8.44 8.75 9.07 9.28 (4.20-4.96) (5.00-5.89) (5.83-6.88) (6.37-7.52) (6.96-8.26) (7.33-8.74) (7.62-9.16) (7.87-9.52) (8.08-9.89) (8.17-10.1) 10-min 3.64 4.33 5.06 5.54 6.07 6.41 6.70 6.93 7.17 7.30 (3.35-3.95) (4.00-4.72) (4.67-5.51) (5.10-6.02) (5.55-6.58) (5.84-6.95) (6.06-7.27) (6.23-7.54) (6.39-7.82) (6.44-7.98) 15-min 3.04 3.63 4.27 4.68 5.13 5.41 5.64 5.83 6.02 6.11 (2.80-3.30) (3.35-3.95) (3.94-4.65) (4.30-5.08) (4.69-5.56) (4.92-5.87) (5.10-6.13) (5.24-6.34) (5.36-6.56)i (5.39-6.68) 30-min 2.08 2.51 3.03 3.39 3.80 4.07 4.32 4.54 4.79 4.95 (1.92-2.26) (2.31-2.73) (2.80-3.30) (3.12-3.68) (3.47-4.12) (3.71-4.42) (3.91-4.69) (4.08-4.94) (4.26-5.22) (4.36-5.41) 60-min 1.30 1.57 1.94 2.21 2.53 2.76 2.98 3.18 3.44 3.61 (1.20-1.41) (1.45-1.71) (1.79-2.12) (2.03-2.39) (2.31-2.74) (2.51-3.00) (2.69-3.23) (2.86-3.46) (3.06-3.74) (3.18-3.95) 2-hr 0.753 0.913 1.14 1.30 1.52 1.68 1.83 1.98 2.17 2.31 (0.696-0.817) (0.843-0.993) (1.05-1.24) (1.20-1.41) (1.39-1.64) (1.52-1.81) I (1.65-1.98) 1 (1.77-2.15) (1.92-2.36) I (2.02-2.52) 3-hr 0.536 0.650 0.812 0.932 1.09 1.21 1.32 1.43 1.58 1.69 (0.495-0.582) (0.602-0.707) (0.750-0.882) (0.858-1.01) (0.994-1.18) (1.10-1.30) (1.19-1.43) (1.28-1.55) (1.40-1.72) (1.47-1.84) 6-hr 0.327 0.395 0.494 0.569 0.669 0.747 0.825 0.903 1.01 I 1.09 (0.302-0.356) (0.366-0.431) (0.455-0.538) (0.523-0.618) (0.610-0.725) (0.676-0.809) (0.741-0.892) (0.802-0.977) (0.882-1.09) (0.940-1.18) 12-hr 0.192 0.232 0.291 0.338 0.401 0.451 I 0.503 0.556 I 0.629 0.686 (0.177-0.209) (0.214-0.254) (0.268-0.318) (0.309-0.367) (0.364-0.434) (0.406-0.487) (0.449-0.543) (0.490-0.600) (0.545-0.679) (0.585-0.740) 24-hr 0.116 0.140 0.176 0.203 0.241 0.271 0.302 0.334 0.378 0.412 (0.108-0.125) (0.130-0.151) (0.163-0.189) (0.188-0.219) (0.222-0.260) (0.249-0.293) (0.277-0.326) (0.304-0.361) (0.342-0.409) (0.372-0.448) 2-day 0.067 0.081 0.100 0.115 0.136 0.151 0.167 0.184 0.206 I 0.224 (0.062-0.072) (0.075-0.087) (0.093-0.108) (0.107-0.124) (0.125-0.145) (0.140-0.163) (0.154-0.180) (0.169-0.198)1(0.188-0.223) (0.203-0.242) 3-day 0.047 0.057 0.070 0.081 0.095 0.106 0.118 0.129 0.145 0.157 (0.044-0.051) (0.053-0.061) (0.066-0.075) (0.075-0.087) (0.088-0.102) (0.098-0.114) (0.108-0.126) (0.119-0.139) (0.132-0.157) (0.143-0.170) 4-day 0.037 0.045 0.055 0.064 0.075 0.084 0.093 0.102 0.114 0.124 (0.035-0.040) (0.042-0.048) (0.052-0.059) (0.059-0.068) (0.070-0.080) (0.077-0.090) (0.086-0.100) (0.094-0.110) (0.105-0.124) (0.113-0.135) 7-day 0.024 0.029 0.035 0.040 0.047 0.053 I 0.058 0.064 0.071 0.077 (0.023-0.026) (0.027-0.031) (0.033-0.038) (0.038-0.043) (0.044-0.050) (0.049-0.056) (0.054-0.062) (0.059-0.068) (0.065-0.077) (0.070-0.084) 10-day 0.019 0.023 0.028 0.031 0.036 0.040 0.044 0.048 0.054 0.058 (0.018-0.020) (0.022-0.024) (0.026-0.029) (0.029-0.033) (0.034-0.039) (0.038-0.043) (0.041-0.047) (0.045-0.052) (0.050-0.058) (0.053-0.062) 20-day 0.013 0.015 0.018 0.020 0.023 0.026 0.028 0.031 0.034 0.037 (0.012-0.014) (0.014-0.016) (0.017-0.019) (0.019-0.021) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.032-0.036) (0.034-0.039) 30-day 0.010 0.012 0.014 0.016 0.018 0.020 0.021 0.023 0.025 0.027 (0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.022-0.024) (0.023-0.026) (0.025-0.028) 45-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021 (0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) 60-day 0.008 0.009 0.010 0.011 0.013 0.013 0.014 0.015 0.016 0.017 (0.007-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017),(0.016-0.018) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=intensity&units=english&series=pds 1/4 8/22/24,3:27 PM Precipitation Frequency Data Server PDS-based intensity-duration-frequency (IDF) curves Latitude: 35.9918°, Longitude: -80.2660° 101 1 1 I Average recurrence interval (years) L c — 1 z. 10° - I 1 1 2 5 2 — 10 — 25 o \ — 50 ra 10-1 - \ — 100 o. — 200 V t_ — 500 a �i — 1000 10-2 - t 1 I I 1 1 1 1 1 1 I . 1 . i t 1 c c c c c '- ' t 2 >. >.>. >, >, >, >, >,>, •� •� •E � •� L AI A - L 4 -0L f0 f0 00 00 0p 00 00 00 a i r-I N N r6 4 N `" - 4 A $ Duration N m v tfa 101 - L L G - v 10° - Duration c - 5-min — 2-day a — 10-min — 3-day c 15-nrn — 4-day o 10-1 - 30-min — 7-day •a — 60-min — 10-day — 2-hr — 20-day a` — 3-hr — 30-day — 6-hr — 45-day 10-2 — 12-hr — 80-day i t t U t I I — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Aug 22 19:27:42 2024 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?tat=35.9918&Ion=-80.2660&data=intensity&units=english&series=pds 2/4 8/22/24,3:27 PM Precipitation Frequency Data Server IRS 7 a 1 /j - .,ove/?,Ha, + 1,1 3km %/ 2mi Large scale terrain Blacksburg ti Roanoke • t Bristol 14 v • 0 0 y Winston-Sal ein • Durham mtIrsboro • Ralei h rat Mie-haII 1 g • 4sheville NORTH CAROLINA + `=-�= •Charlotte — �' Fayetteville• 100km •Gr 60mi t I X Large scale map _- - o c nour8. p •_.._ t H[ist�l Johnson fly inston 6 1em o Greensboro D rham ...•� I Raleigh �s�lle North VPCarolina arl____,..,./.—.4t1 otle F e n 100km oC:_„Z! i 60mi f Large scale aerial https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=intensity&units=english&series=pds 3/4 8/22/24,3:27 PM Precipitation Frequency Data Server -Nov r- -; - _ °rt..Bri st Johnson Cd • Winston-Salem • Greensboro Durham . Raleigh evil le North Carolina Charlotte • Fayc�le Gre 100km 60mi \. Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=intensity&units=english&series=pds 4/4 8/22/24,3:27 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 6`.60, Location name:Winston Salem, North Carolina, .' ' a� V USA* none N. Latitude: 35.9918°, Longitude: -80.266° �� `T Elevation: 829 ft** p* \" *source:ESRI Maps '`.,..„..3` ems°` **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration - 1 2 5 10 25 50 100 200 500 1000 5-min 0.380 0.451 0.527 0.578 0.635 0.671 0.703 0.729 0.756 0.773 (0.350-0.413) (0.417-0.491) (0.486-0.573) (0.531-0.627) (0.580-0.688) (0.611-0.728) (0.635-0.763) (0.656-0.793) (0.673-0.824) (0.681-0.844) 10-min 0.607 0.722 0.844 0.924 1.01 1.07 1.12 1.16 1.20 1.22 (0.559-0.659) (0.666-0.786) (0.778-0.918) (0.850-1.00) (0.925-1.10) (0.973-1.16) (1.01-1.21) (1.04-1.26) (1.06-1.30) (1.07-1.33) 15-min 0.759 0.908 1.07 1.17 1.28 1.35 1.41 1.46 1.50 1.53 (0.699-0.824) (0.838-0.988) (0.984-1.16) (1.08-1.27) (1.17-1.39) i (1.23-1.47) (1.28-1.53) (1.31-1.58) (1.34-1.64)i (1.35-1.67) 30-min 1.04 1.25 1.52 1.69 1.90 2.04 2.16 2.27 2.39 2.47 (0.958-1.13) (1.16-1.36) (1.40-1.65) (1.56-1.84) (1.74-2.06) (1.86-2.21) (1.95-2.35) (2.04-2.47) (2.13-2.61) (2.18-2.70) 60-min 1.30 1.57 1.94 2.21 2.53 2.76 2.98 3.18 3.44 3.61 (1.20-1.41) (1.45-1.71) (1.79-2.12) (2.03-2.39) (2.31-2.74) (2.51-3.00) (2.69-3.23) (2.86-3.46) (3.06-3.74) (3.18-3.95) 2-hr 1.51 1.83 2.28 2.61 3.04 3.35 3.66 3.96 4.34 4.62 (1.39-1.64) (1.69-1.99) (2.10-2.48) (2.40-2.83) (2.77-3.28) (3.04-3.63) (3.30-3.97) (3.54-4.30) (3.84-4.72) I (4.04-5.04) 3-hr 1.61 1.95 2.44 2.80 3.27 3.62 3.97 4.31 4.75 5.07 (1.49-1.75) (1.81-2.12) (2.25-2.65) (2.58-3.03) (2.98-3.53) (3.29-3.91) (3.58-4.29) (3.85-4.66) (4.19-5.15) (4.42-5.52) 6-hr 1.96 2.37 2.96 3.41 4.01 4.48 4.94 5.41 1 6.05 6.52 (1.81-2.13) (2.19-2.58) (2.73-3.22)_ (3.13-3.70) (3.66-4.34) (4.05-4.84) (4.44-5.35) (4.81-5.85) (5.28-6.55) (5.63-7.08) 12-hr 2.32 2.80 3.51 4.07 4.84 5.44 6.06 6.70 7.59 8.27 (2.14-2.53) (2.58-3.06) (3.23-3.83) (3.73-4.43) (4.39-5.24) I (4.90-5.88) (5.41-6.54) (5.91-7.23) (6.58-8.18) (7.06-8.92) 24-hr 2.80 3.38 4.22 4.89 5.80 6.52 7.26 8.02 9.07 9.90 (2.60-3.02) (3.14-3.64) (3.92-4.56)_ (4.52-5.28) (5.34-6.26) (5.99-7.04) (6.65-7.84) (7.31-8.68) (8.22-9.83) (8.93-10.8) 2-day 3.24 3.90 4.84 5.56 6.53 7.29 8.06 8.86 9.93 10.8 (3.02-3.48) (3.64-4.19) (4.50-5.19) (5.17-5.96) (6.05-7.00) (6.73-7.83) (7.42-8.67) (8.12-9.54) (9.05-10.7) (9.77-11.7) 3-day 3.44 4.13 5.10 5.86 6.88 7.68 8.50 9.34 10.5 11.4 (3.21-3.69) (3.86-4.43) (4.76-5.47) (5.46-6.28) (6.39-7.37) (7.11-8.25) (7.84-9.14) (8.58-10.1) (9.56-11.3) (10.3-12.3) 4-day 3.63 4.36 5.37 6.16 7.23 8.08 8.94 9.83 11.0 12.0 (3.40-3.89) (4.08-4.67) (5.02-5.74) (5.75-6.59) (6.72-7.74) (7.48-8.66)_ (8.26-9.61) (9.03-10.6) (10.1-11.9) (10.9-13.0) 7-day 4.16 4.96 6.03 6.87 8.02 8.92 9.84 10.8 12.1 13.1 (3.90-4.44) (4.66-5.30) (5.65-6.44) (6.43-7.34) (7.48-8.56) (8.29-9.54) (9.11-10.5) (9.95-11.6) (11.1-13.0) i (11.9-14.1) 10-day 4.73 5.62 6.76 7.65 8.85 9.80 10.7 11.7 13.0 i 14.0 (4.46-5.02) (5.30-5.97) (6.36-7.17) (7.19-8.12) (8.29-9.40) (9.15-10.4) (10.0-11.4) (10.9-12.5) (12.0-14.0) (12.9-15.1) 20-day 6.36 7.51 8.89 9.98 11.5 12.6 13.8 15.0 16.6 17.9 (6.02-6.72) (7.12-7.94) (8.41-9.39) (9.43-10.5) (10.8-12.1) (11.9-13.4) (12.9-14.6) (14.0-16.0) (15.4-17.7) (16.5-19.1) 30-day 7.88 9.28 10.8 11.9 13.4 14.6 15.8 16.9 18.4 19.6 (7.52-8.27) (8.84-9.72) (10.3-11.3) (11.3-12.5) (12.8-14.1) (13.8-15.3) (14.9-16.5) (15.9-17.8) (17.2-19.4) I (18.2-20.7) 45-day 9.92 11.6 13.3 14.6 16.3 17.6 18.8 20.1 21.7 22.9 (9.50-10.4) (11.1-12.1) (12.7-13.9) (13.9-15.2) (15.5-17.0) (16.7-18.4) (17.8-19.7) (19.0-21.1) (20.4-22.8) (21.5-24.2)_ 60-day 11.9 13.8 15.6 17.0 18.7 20.0 21.3 22.5 24.0 25.2 (11.4-12.4) (13.3-14.4) (15.0-16.3) (16.3-17.7) (17.9-19.5) (19.2-20.9) (20.3-22.3) (21.4-23.6) (22.8-25.2) (23.8-26.5) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAAAtlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=depth&units=english&series=pds 1/4 8/22/24,3:27 PM Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude: 35.9918°, Longitude: -80.2660° 25 - Average recurrence interval (years) c 20 - — 1 r 2 -aJaa 15 - — 10 o — 25 y `�° 10 - — 50 a — 100 ✓ I d — 200 a_ 5 - 500 — 1000 0 i I C C C C C h- L. L >. >.>, >. T >. >. >.>. ro N A 6 ' 4 -o -o-o -a -o -o -0 -0-a r-I Ni (.1r6 4 I� A $ Duration ,-I N m v tfa 25 - -. • 20 - OIIIIiIIII � —L WWI Duration 111111111111 L 111 aai15 - 5-min — 2-day v c — 10 ruin — 3-day o 15-min — 4-day `0▪ 10 •a - 30-mm — 7-day �� — 60-nan — 10-day ai Y JJ--- — 2-hr — 20-day 5 �� _ . — 3-hr — 30-day �� — 6411 - 45-day 0- — 12-hr — 60-day 1 I t 1 I I 1 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Aug 22 19:26:57 2024 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=depth&units=english&series=pds 2/4 8/22/24,3:27 PM Precipitation Frequency Data Server IRS 7 a I /j - .,ove/i,,Ha, + 1,1 3km %/ 2mi Large scale terrain Blacksburg ti Roanoke t, • t Bristol 14 v • 0 0 y Winston-Sal ein • Durham mtIrsboro • Ralei h rat Mie-haII 1 g • 4sheville NORTH CAROLINA + `=-�= •Charlotte — �' Fayetteville• 100km •Gr 60mi t I X Large scale map _- - o c nour8. p •_.._ t H[ist�l Johnson fly inston 6 1em o Greensboro D rham �•� I Raleigh �s�lle North VPCarolina arl____,..,./.—.4t1 otle F e n 100km oG,..,„Z! i 60mi f Large scale aerial https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=depth&units=english&series=pds 3/4 8/22/24,3:27 PM Precipitation Frequency Data Server -Nov r- -; - _ °rt..Bri st Johnson Cd • Winston-Salem • Greensboro Durham . Raleigh evil le North Carolina Charlotte • Fayc�le Gre 100km 60mi \. Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9918&Ion=-80.2660&data=depth&units=english&series=pds 4/4