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HomeMy Public PortalAboutBUTLER AV_708-DRAIN-REPORT-8-2-23.pdfTHIS REPORT REVISION IS ONLY FOR FILL COMPENSATION AT THE REAR OF THE TWO OCEANFRONT LOTS District: Aldermanic District: Counter Commission District: Elementary School: Middle School: High School: Sale Price: Sale Date: Fair Market Value: Land Value; Building Value: Year Built: Effective Year Built: Voting Precinct: PRC Link: Parcel ID (PIN): Navigation: Owner Name: Estimated Zoning: Estimated Ffoodwone: a en atet Property Boundaries (Parcels):708 BUTLER AVE Property _.- 708 BUTLER AVE ;Address: Print Prooertti Record Card —► 40005 20 006 View Directions -"► Il -$;=RitFR LLC E"I` k °i R-2 — One and Two Family Residences :AE.X 50). 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EPA fib. i15 Cef,yt,3 9sags,.13s0A HYDROLOGY REPORT For The 708 Butler Avenue Subdivision for CFK Properties, LLC Project Tybee Island, Georgia SITE NARRATIVE AND SITE CONDITIONS The existing site contains an existing residential structure and the site has several trees and the ground is generally flat with slopes between 0 percent and 4 percent. The proposed project will be the preservation of the existing structure and preservation of many large trees and the construction of a new residential subdivision and will have paving, grading, utilities and underground detention. The total site is approximately 2.3 acres with the new project being approximately 1 .47 acres disturbed. Detention will be required for this project and will utilize underground detention. The soils in this area have been classified by the Soil Conservation Service as being CuC Chipley Urban Complex ). PRA DEVELOPMENT SITE CONDITIONS The existing site will be treated as three drainage areas (pre-dev-e, w and s). Pre - Developed Drainage Area West consists of I .05 acres which drains dominantly towards the existing Butler Avenue row. Pre -Developed Drainage Area East consists of 1 .20 acres which drains dominantly towards the center of the project. Pre -Developed drainage area South consists of O.OG acres and drains mainly towards the south property line. The existing storm water run-off volume currently leaving the site will be the maximum allowed to impact any adjacent property during post developed storm events. POST DEVELOPMENT SITE CONDITIONS The proposed site will be treated as several sub -basin drainage areas which are delineated based on inlet drainage areas. New drainage is collected on site by sheet drainage and new swales into new inlets which route the run-off water into the proposed underground detention system. Storm water is further routed to the Butler Avenue right of way and the Tybee Island drainage system. Pun -off is limited to the pre -developed rate by the use the pipe connected to the last inlet in the underground detention system and a restrictor plate mounted to the inside wall of the last inlet box in the system on site. The subsurface drainage acts as a detention area which allows an actual reduction towards the pipe under butler. This reduction should help the pressure on the downstream system. 5y use of the perforated pipes in the detention system and the restrrctor plate. The system reduces the 25 year run-off from 14.0G cfs to 12.97 cfs which is a reduction of 8%. We have concerns evident in this report that the existing 1 8" diameter rep under butler is already undersized for existing flows and conditions and so this design should help relieve the stress on this existing condition. SPECIAL RUN-OFF REPORT SECTION There are two areas one north and one south on the site which are released to off site -rorerties which are not accounted for in the detention area but do not im -ost developed vs pre developed. pact The north side area is 435 sf in both re and ost develo ed conditions and the ost defied condition does not have any added impervious area added to the run off. The south side area is 2 614 sf in e develo ed area and is reduced to / 655 in the ost develo ed condition. This reduction is due to the i,n ervious roof area bein collected in utters and downs outs and routed to the new street and detention area. The runwarea to the east between the most eastern art of this develo m d. the dune linee which the run-off either sits sta milt or runs off to the south towards eicrhterit an street is also revised dorm ost developed conditions. The volume of storm fa/lin on this area is in the re-develo ed state is L2 ac 43 5607 sfac /0" in l©water D year storm) = 43,356 cf / 607 . The volume of fill ro osed to be/aced in this area is 15 600 cf 578 c. The difference between the storm volume and fill volume taken out of this area is / 025 . The ost deve/o ed conditions actual/ reduces the volume which sits sta Want or runs off to the south b routiin the ro ,sed im ervious areas towards the ro eased under round detention area. The volume removed from this area that is re-routed into the ro osed under round detention is shown in the summa table. Pre-develo ed volume to the east southeast = 1 607 Post-develo ed volume to the east/Southeast = 578 c 64% less than re-dev Post-develo ed volume routed west to the detention area = 1029 To further summarize the fill bean laced is divertin 1,025 c from the area resent rennin off toward the east and toward ei th street and routm it towards the rro-osed under round detention area. This diversion will relieve Pressure on the ad acent -ro-e owners and the run off to the e.hth street dramaFe area. This also reduces etc. tern which is across butler and The onl frl/ volume ben" • considered is from elevation ,S rfMViA flood zone to the exrstrng grade. The TR55 method was utilized for the analysis of the pre -development and post - development runoff for this site. Hydroflow Hydrographs software was utilized to perform these analyses and for the purpose of sizing pipes, inlets, ditches and detention. The analysis was performed utilizing the following data: Drainage Area PRE -DEVELOPMENT RIJN-OPE COEFFICIENT = SEE DO -HINTS POST -DEVELOPMENT RUN-OFF COEFFICIENT = SEE EXHIBITS IDE CURVES SAVANNAH HYDROGRAPH GENERATION METHOD = Rational PRE -DEVELOPMENT SLOPE = SEE EXHIBITS POST DEVELOPMENT SLOPE = SEE EXHIBITS TIME OE CONCENTRATION PRE -DEVELOPMENT = G minutes TIME OE CONCENTRATION POST -DEVELOPMENT = G minutes The proposed project ss to be cleared of necessary trees and stumps to make way for the proposed site improvements. The resulting increased runoff, which is encountered due to new impervious area is displayed in the summary table at the end of this report. Run-off calculations accompany this report. DRAINAGE SUMMARY TABLES AND ALLOWABLE RUN-OFF CALCULATIONS DRAINAGE AREA 1 YEAR 2 YEAR_ 5 YEAR 10 YEAR 25 YEAR TOTAL PRE- DEVELOPED RUN-OFF 6.81 7.85 9.94 12.03 14.12 TOTAL ALLOWED RUN OFF 6.81 7.85 9.94 12.03 14.12 WATER ELEVATION IN SYSTEM 6.87 6.88 7.01 7.15 7.30 TOTAL SITE RELEASE 3.22 3.53 5.50 7.06 8,27 ALLOWED RUN OFF TO BUTLER ACTUAL RELEASE TO BUTLER 3.08 2.98 3.56 3.06 4.50 4.43 5.45 5.44 7.31 PRE-DEV RUN OFF TOWARDS DUNES POST-DEV RUN OFF TOWARDS DUNES 3.52 1.34 4.06 1.55 5.15 1.97 6.23 2.40 2.82 EXISTING 10" UTILITY EASEME T , z 1 : 42 $2-= 852p CF 4- /0 €3 o C! `ow57 Vito )LL 766a, CV a 151 boe = 51B fr o 1.0 Pre -Developed Calculations 7©OM )ad ds is 1 ,.. Y- , T I l I , f 1 III I -- -'-- _ \\ I U r' ��- r'Ip till \\` Ir C--- y I 1 ., 1 us \ 1. Qrasra.trrnln nc 011116q.- •••• 4\3cl r. ra DV13.0' 0.1 PEI = MD 41r j - • �\ ,� IBM OV O O't71�__S :IV rr � \__ _1 •. t +r t 1 y \ f\ \ ,S G I 1 r 1 E i ' r `Ij f -- i� DV 50.t=1 ` !r I _R s- /„_. DV 1U'Q = 1 tB, DV l0'0 -.d ( 6)OV O" O Fliil ON.A 3t]3H,� Project: CK-708-PRE-DEV HYDQL PWample.idf 35 hyd's 02-17-2023 Hydrograph Summary Report Page 1 24 25 26 27 28 29 30 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (Yrs) inflow hyd(s) Maximum elevation (ft) Maximum Hydrograph storage description (cuft) 1 SCS Runoff 3.08 1 726 10,938 1 2 SCS Runoff 3.52 1 726 12,501 1 3 SCS Runoff 0.17 1 726 605 1 4 SCS Runoff 0.03 1 726 101 1 5 Combine 6.61 1 726 23,439 1 6 Combine 0.20 1 726 706 1 7 Combine 6.81 1 726 24,145 1 8 SCS Runoff 3.56 1 726 12,664 2 9 SCS Runoff 4.06 1 726 14,473 2 10 SCS Runoff 0.20 1 726 703 2 11 SCS Runoff 0.03 1 726 117 2 12 Combine 7.62 1 726 27,137 2 13 Combine 0.23 1 726 820 2 14 Combine 7.85 1 726 27,957 15 SCS Runoff 4.50 1 726 16,179 5 16 SCS Runoff 5.15 1 726 18,490 5 17 SCS Runoff 0.25 1 726 902 5 18 SCS Runoff 0.04 1 726 150 5 19 Combine 9.65 1 726 34,669 5 20 Combine 0.29 1 726 1,052 5 21 Combine 9.94 1 726 35,721 f 5 22 SCS Runoff 5.45 1 726 19,752 10 23 SCS Runoff 6.23 1 726 22,574 10 SCS Runoff 0.31 1 726 1,104 10 SCS Runoff 0.05 1 726 184 10 Combine 11.68 1 726 42,326 10 Combine 0.36 1 726 1,289 10 Combine 12.03 1 726 43,614 10 SCS Runoff 6.39 1 726 23,365 25 SCS Runoff 7.31 1 726 26,703 25 Proj. file: CK-708-PRE-DEV-HYD �C tK Pt : Sample.idf 1+2 3+4 5+6 8+9 10+11 12+13 15+16 17+18 19+20 22+23 24+25 26 + 27 CK-708-PRE-W-1-YR CK-708-PRE-E-1-YR C K-708-PRE-S-1-YR CK-708-PRE-N-1-YR CK-708-PRE-W-2-YR CK-708-PRE-E-2-YR CK-708-PRE-S-2-YR CK-708-PRE-N-2-YR CK-708-PRE-W-5-YR CK-708-PRE-E-5-YR CK-708-PRE-S-5-YR CK-708-PRE-N-5-YR CK-708-PRE-W-10-YR CK-708-PRE-E-10-YR CK-708-PRE-S-10-YR CK-708-PRE-N-10-YR CK-708-PRE-W-25-YR CK-708-PRE-E-25-YR Run date: 02-17-2023 Hydrograph Summary Report Page 2 Hyd. Hydrograph No. type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum Hydrograph storage description (cuft) 31 SCS Runoff 32 SCS Runoff 33 Combine 34 Combine 35 Combine 0.36 0.06 13.70 0.42 14.12 Th Proj. file: CK-708-PRE-DEV-HYD 726 1,310 726 218 726 50,068 726 1,528 726 51,596 25 25 25 25 25 ROL(L£iP'Frl1b: Sample.idf 29+30 31 + 32 33+34 CK-708-PRE-S-25-YR CK-708-PRE-N-25-YR Run date: 02-17-2023 Hydrograph Plot English Hyd. No. 1 CK-708-PRE-W-1-YR Hydrograph type = SCS Runoff Peak discharge = 3.08 cfs Storm frequency = 1 yrs Time interval = 1 mint Drainage area = 1.05 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 4,50 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 10,938 cuft 1 - SCS Runoff -1 Yr - Qp = 3.08 cfs a 4 3 2 1 ),, 0 5 10 15 7n .)r; Hyd. 1 Time (hrs) Vol Hyd. 1 100 90 80 70 60 50 40 30 20 10 0 a) E 0 Hydrograph Plot English Hyd. No. 2 CK-708-PRE-E-1-YR Hydrograph type = SCS Runoff Peak discharge = 3.52 cfs Storm frequency = 1 yrs Time interval = 1 min Drainage area = 1.20 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 4.50 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 12,501 cuft 2 - SCS Runoff -1 Yr - Qp = 3.52 cfs ra a 4 3 2 0 0 100 90 80 — 70 — 60 as 50 — 41.0 j — 30 —20 10 5 10 15 20 25 Time (hrs) I Hyd. 2 / Vol Hyd. 2 0 Hydrograph Plot English Hyd. No. 3 CK-708-PRE-S-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.06 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge = 0.17 cfs Time interval = 1 min Curve number = 84 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 605 cult 5 J 3 } 1 15 7n 7F 5 10 Time (hrs) Hyd. 3 / Vol Hyd. 3 Hydrograph Plot English Hyd. No. 4 CK-708-PRE-N-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.01 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.03 cfs = 1 min = 84 = 0ft Total Volume = 101 cuft J i 0 5 10 15 9n 7.q Time (hrs) Hyd. 4 / Vol Hyd. 4 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 5 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 1 Peak discharge = 6.61 cfs Time interval = 1 min 2nd inflow hyd. No.= 2 Total Volume = 23,439 cuff C 5 - Combine -1 Yr - Qp = 6.61 cfs 5 4 0 5 - ..., 10 15 an 9� Time (hrs) Hyd. 1 / Hyd. 2 Hyd. 5 / Vol Hyd. 5 100 90 80 70 60 50 40 30 20 10 0 C, E 0 Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 3 Peak discharge = 0.20 cfs Time interval = 1 min 2nd inflow hyd. No. = 4 Total Volume = 706 cuft 0.2 0.1 cn 01 a 0.0 6- Combine -'i Yr - Qp = 0.20 cfs u 5 J 5 0 - 15 2(1 7C 5 10 100 90 80 70 60 a 50 40 j 30 20 10 0.0 0 Time (hrs) Hyd. 3 / Hyd. 4 Hyd. 6 / Vol Hyd. 6 Hydrograph Plot English Hyd, No. 7 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 5 Peak discharge = 6.81 cfs Time interval = 1 min 2nd inflow hyd. No. = 6 Total Volume = 24,145 cuft a 7 -Combine -1 Yr-Qp=6.81 cfs 6 4 2 5 10 15 7n 7q Time (hrs) Hyd. 5 % Hyd. 6 / Hyd. 7 Vol Hyd. 7 100 90 80 70 60 50 40 30 20 10 0 a) E 0 Hydrograph Plot English Hyd. No. 8 CK-708-PRE-W-2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 1.05 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge = 3.56 cfs Time interval = 1 min Curve number = 85 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 12,664 cuft u a 8 - SCS Runoff - 2 Yr - Qp = 3.56 cfs -r 3 2 1 0 5 10 15 9n 9' Time (hrs) Hyd. 8 / Vol Hyd. 8 100 90 80 70 60 50 40 30 20 10 0 w E 0 Hydrograph Plot English Hyd. No. 9 CK-708-PRE-E-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 1.20 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 4.06 cfs Time interval = 1 min Curve number = 85 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 14,473 cult 4 3 2 1 0 5 10 15 7n 9g Hydrograph Plot English Hyd. No. 10 CK-708-PRE-S-2-YR Hydrograph type = SCS Runoff Peak discharge = 0.20 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 0.06 ac Curve number = 84 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 5.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Total Volume = 703 cuft 10-SCS Runoff -2Yr-Qp=0.20cfs 0.2 0.1 0.0 0.0 i 0 5 10 15 2n 7F Time (hrs) Hyd. 10 / Vol Hyd. 10 100 90 80 70 60 50 40 30 20 10 0 0 0 3 Hydrograph Plot English Hyd. No. 11 CK-708-PRE-N-2-YR Hydrograph type = SCS Runoff Peak discharge = 0.03 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 0.01 ac Curve number = 84 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 5.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 117 cuft 11 - SCS Runoff -2Yr-Qp=0.03cfs 0.04 0. c� a 0. 0. 0. 03 D2 )1 )0 0 5 10 15 9n �� Time (hrs) /dHyd.11 /VolHyd.11 100 90 80 70 60 50 40 30 20 10 0 as 0 Hydrograph Plot English Hyd. No. 12 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. _ 8 Peak discharge = 7.62 cfs Time interval = 1 min 2nd inflow hyd. No. = 9 Total Volume = 27,137 cuft 12 - Combine - 2 Yr - Qp = 7.62 cfs U 4 2 Hydrograph Plot English Hyd. No. 13 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 10 Peak discharge = 0.23 cfs Time interval = 1 min 2nd inflow hyd. No.= 11 Total Volume = 820 cuft 0.2 0.2 0.0 0.0 13 - Combine -2Yr-Qp=0.23 cfs S 5 6 6 4 3 7 2 0 5 10 15 7n 7c© Time (hrs) Hyd. 10 / Hyd. 11 / Hyd. 13 / Vol Hyd. 13 00 0 0 0 0 0 0 0 0 0 a) E 0 Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 12 Peak discharge = 7.85 cfs Time interval = 1 min 2nd inflow hyd. No. = 13 Total Volume = 27,957 cuft Hydrograph Plot English Hyd. No. 15 CK-708-PRE-W- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 5-YR = SCS Runoff = 5 yrs = 1.05 ac = 0.0 % = USER 6.00 in = 24 hrs Peak discharge = 4.50 cfs Time interval = 1 min Curve number = 85 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 16,179 cuft J 4 3 2 1 ) 0 10 Laft,„imum, 15 5 9n 9c Hydrograph Plot English Hyd. No. 16 CK-708-PRE-E-5-YR Hydrograph type = SCS Runoff Storm frequency = 5 yrs Drainage area = 1.20 ac Basin Slope = 0.0 9/0 Tc method = USER Total precip. = 6.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 5.15 cfs = 1 min = 85 = 0ft Total Volume = 18,490 tuft a 6 5 4 3 2 1 16-SCS Runoff -5Yr-+Qp=5.15cfs 0 0 5 10 15 Time (hrs) f' Hyd. 16 / Vol Hyd. 16 20 100 90 80 70 60 50 40 30 20 10 0 25 m E Hydrograph Plot English Hyd, No. 17 CK-708-PRE-S-5-YR Hydrograph type = SCS Runoff Peak discharge = 0.25 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 0.06 ac Curve number = 84 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 6.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 902 euft 17 -SCS Runoff-5Yr-Qp= 0.25 cfs 0.3 0.2 0.2 0.1: a 0.1 0.0 J i 0� 1 10 0 5 15 20 9c 100 90 80 70 60 50 40 30 20 10 0.0 0 Time (hrs) Hyd. 17 it Vol Hyd. 17 ti w 0 Hydrograph Plot English Hyd. No. 18 CK-708-PRE-N-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.01 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.04 cfs = 1 min = 84 = 0 ft Total Volume = 150 cult 0.0 0.0 Go 0.0 C.) a 0.0 0.0 0.0 18-SCS Runoff - 5 Yr - Qp = 0.04 cfs 4 3 (70.......„..........>...„.„ 1 0 5 10 in 9n 9g Time (hrs) Hyd. 18 / Vol Hyd. 18 100 90 80 70 60 50 40 30 20 10 0 w E 0 Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 15 Peak discharge = 9.65 cfs Time interval = 1 min 2nd inflow hyd. No. = 16 Total Volume = 34,669 cult 7 co [f"] �i-i J 5 10 15 20 Time (hrs) Hyd. 15 / Hyd. 16 / Hyd. 19 / Vol Hyd. 19 Hydrograph Plot English Hyd. No. 20 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 17 Peak discharge = 0.29 cfs Time interval = 1 min 2nd inflow hyd. No. = 18 Total Volume = 1,052 cuft 0.3 0.2 0.0 0.0 20 - Combine - 5 Yr - Qp = 0.29 cfs I i 15 7n ''7� 0 5 10 Time (hrs) Hyd. 17 / Hyd. 18 / Hyd. 20 / Vol Hyd. 20 100 90 80 70 60 50 40 30 20 10 0 a) 0 Hydrograph Plot English Hyd, No. 21 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 19 Peak discharge = 9.94 cfs Time interval = 1 min 2nd inflow hyd. No. = 20 Total Volume = 35,721 cult 8 8 7 6 6 5 4 4 3 2 2 1 5 10 15 7n 9ca Time (hrs) Hyd. 19 / Hyd. 20 / Hyd. 21 / Vol Hyd. 21 Hydrograph Plot English Hyd. No. 22 CK-708-PRE-W-10-YR Hydrograph type = SCS Runoff Storm frequency = 10 yrs Drainage area = 1.05 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 7.00 in Storm duration = 24 hrs Peak discharge = 5.45 cfs Time interval = 1 min Curve number = 85 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 19,752 cuft 22 - SCS Runoff - 10 Yr - Qp = 5.45 cfs Time (hrs) Hyd. 22 / Vol Hyd. 22 Hydrograph Plot English Hyd. No. 23 CK-708-PRE-E-10-YR Hydrograph type = SCS Runoff Peak discharge = 6.23 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.20 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 7.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Total Volume = 22,574 cuft 23 - SCS Runoff - 10 Yr - Qp = 6.23 cfs a 8 6 4 2 5 10 15 Time (hrs) Hyd. 23 / Vol Hyd. 23 100 90 — 80 — 70 60 50 40 30 — 20 — 10 0 20 25 O a) E a Hydrograph Plot English Hyd. No. 24 CK-708-PRE-S-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.06 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 0.31 cfs Time interval = 1 min Curve number = 84 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,104 cult 0. 0. 0. 24-SCS Runoff - 10 Yr - Qp = 0.31 cfs 3 2 T 0 5 10 1.5 2n 7C Time (hrs) Hyd. 24 ,+'' Vol Hyd. 24 100 90 80 70 60 50 40 30 20 10 0 0) 0 Hydrograph Plot English Hyd. No. 25 CK-708-PRE-N-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff =10yrs = 0.01 ac = 0.0 % = USER = 7.00 in =24hrs Peak discharge = 0.05 cfs Time interval = 1 min Curve number = 84 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 184 cuft 0.0 0.0 0.0 0.0 0.0 25 - SCS Runoff -10 Yr - Qp = 0,05 cfs w 5 4 3 — 2 0 5 10 is 2n 7q Time (hrs) dfr. Hyd. 25 / Vol Hyd. 25 100 90 80 70 60 50 40 30 20 10 0 0 E z 0 Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 22 Peak discharge = 11.68 cfs Time interval = 1 min 2nd inflow hyd. No. = 23 Total Volume = 42,326 tuft v D a Hydrograph Plot English Hyd. No. 27 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 24 Peak discharge = 0.36 cfs Time interval = 1 min 2nd inflow hyd. No. = 25 Total Volume = 1,289 cuft o _ . Hydrograph Plot English Hyd. No. 28 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 26 Peak discharge = 12.03 cfs Time interval = 1 min 2nd inflow hyd. No. = 27 Total Volume = 43,614 cult v 0 5 - 0 70 7. 5 10 15 Time (hrs) Hyd. 26 / Hyd. 27 Hyd. 28 / Vol Hyd. 28 Hydrograph Plot English Hyd. No. 29 CK-708-PRE-W-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff = 25 yrs = 1.05 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 6.39 cfs = 1 min = 85 = 0ft = 6 min = Type Ill = 300 Total Volume = 23,365 cut 29 - SCS Runoff - 25 Yr - Qp = 6.39 cfs — 90 80 70 60 - 50 — 40 30 — 20 — 10 Time (hrs) Hyd. 29 / Vol Hyd. 29 Hydrograph Plot English Hyd. No. 30 CK-708-PRE-E-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 1.20 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 7.31 cfs Time interval = 1 min Curve number = 85 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 26,703 cuft cn v 6 4 2 0 30 - SCS Runoff - 25 Yr - Qp = 7,31 cfs 0 5 10 15 20 Time (hrs) Hyd. 30 / Vol Hyd. 30 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 31 CK-708-PRE-S-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff 25 yrs = 0.06 ac = 0.0 % USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.36 cfs = 1 min = 84 = Oft Total Volume = 1,310 cuft 31 - SCS Runoff - 25 Yr - Qp = 0.36 cfs Time (hrs) Hyd. 31 / Vol Hyd. 31 Hydrograph Plot English Hyd. No. 32 CK-708-PRE-N-25-YR Hydrograph type = SCS Runoff Storm frequency = 25 yrs Drainage area = 0.01 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 8.00 in Storm duration = 24 hrs Peak discharge = 0.06 cfs Time interval = 1 min Curve number = 84 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 218 cat 32 - SCS Runoff - 25 Yr - Qp = 0.06 cfs J Immo r.. 0 5 10 15 20 25 Hydrograph Plot English Hyd. No. 33 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 29 Peak discharge = 13.70 cfs Time interval = 1 min 2nd inflow hyd. No. = 30 Total Volume = 50,068 cuft 1 1 c) 33 - Combine - 25 Yr - Qp = 13.70 cfs 1 LI J 0 10 15 20 Time (hrs) Hyd. 29 / Hyd. 30 / Hyd. 33 / Vol Hyd. 33 100 90 80 70 60 50 40 30 20 10 0 25 a) E 0 Hydrograph Plot English Hyd. No. 34 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 31 Peak discharge = 0.42 cfs Time interval = 1 min 2nd inflow hyd. No. = 32 Total Volume = 1,528 cuft 0. 0. 0. 0. 34 - Combine - 25 Yr - Qp = 0.42 cfs U _9 8 4 —7 6 3 _5 4 2 —3 2 1 —1 0 _ �— 0 0 5 10 15 Time (hrs) Hyd. 31 / Hyd. 32 e Hyd. 34 / Vol Hyd. 34 20 25 00 0 0 0 0 m 0 0 0 0 0 O E 0 Hydrograph Plot English Hyd. No. 35 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 33 Peak discharge = 14.12 cfs Time interval = 1 min 2nd inflow hyd. No. = 34 Total Volume = 51,596 cuft 1 1 t.) a 35 - Combine - 25 Yr - Qp = 14.12 cfs u 0 5 0 0 5 10 15 20 Time (hrs) Hyd. 33 / Hyd. 34 / Hyd. 35 / Vol Hyd. 35 0 25 100 90 80 70 60 50 40 30 20 10 0 co p Post -Developed Calculations ilW nrillfar ' fl'MEP o=d ea to Dv cob IMMO ope • r r------ 11 SS 3 J 1 .SS.lfi1C N ■ --iir _ r j ..• ,,.�Ill n L: I re aae en.i Iewao.�. +"1,,mi�a v ar1 Ti iir-_) --ri---T--- '9c ♦ • ♦ or Le a e' v ei at«ra-a .44 9-oenao+ ♦ lee,U�'w.1 ♦♦ 11. I I I A dnq�oa. 01 31 niadT rr rI �1r- M�I L±!F GI o.d L!UL± w� eixwn.4111 wr wwar w.Mw w ww • Project: CK-708-POST-DEV-HYDR1 ffMiVe.idf Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 0.94 1 726 3,483 1 -- --- -- CK-708-POST-GI-1-1 2 SCS Runoff 1.03 1 726 3,758 1 -- ----- ----- CK-708-POST-GI-2-1 3 Combine 1.97 1 726 7,242 1 1 + 2 ---- --- 4 SCS Runoff 0.58 1 726 2,187 1 --- -- -- CK-708-POST-CI-1-1 5 SCS Runoff 0.62 1 726 2,255 1 -- ---- -- CK-708-POST-CI-2-1 6 Combine 1.20 1 726 4,442 1 4 + 5 -- -- 7 Combine 4.56 1 726 16,534 1 3+ 6 8 SCS Runoff 0.39 1 726 1,461 1 --- --- ---- CK-708-POST-CI-3-1 9 SCS Runoff 0.23 1 726 851 1 ---- -- ----- CK-708-POST-CI-4-1 10 Combine 0.63 1 726 2,312 1 8 + 9 --- ---- 11 Combine 5.19 1 726 18,846 1 7 + 10 --- ----- 12 SCS Runoff 0.10 1 726 343 1 — --- ----- CK-708-POST-CI-5-1 13 SCS Runoff 0.23 1 726 851 1 -- ---- --- CK-708-POST-CI-6-1 14 Combine 0.33 1 726 1,195 1 12+13 ------ ----- 15 Combine 5.52 1 726 20,041 1 11 + 14 — 16 SCS Runoff 0.48 1 726 1,754 1 ---- ----- CK-708-POST-C]-7-1 17 SCS Runoff 0.49 1 726 1,806 1 -- --- ----- CK-708-POST-CI-8-1 18 Combine 0.97 1 726 3,560 1 16 + 17 ---- 19 Combine 6.49 1 726 23,601 1 15 + 18 ---- ---- 20 SCS Runoff 0.21 1 726 753 1 --- ---- ---- CK-708-POST-CI-9-1 21 Combine 6.70 1 726 24,353 1 19 + 20 — -- 22 SCS Runoff 0.45 1 726 1,677 1 --- -- ----- CK-708-POST-CI-10- 23 Combine 7.15 1 726 26,031 1 21 + 22 �--- --- 24 SCS Runoff 0.22 1 726 801 1 -- -- -- CK-708-POST-BP-1- 25 SCS Runoff 0.31 1 726 1,110 1 -- ----- -- CK-708-POST-BP-2-- 26 Combine 0.53 1 726 1,911 1 24 + 25 ---- -- 27 Reservoir 4110 1 746 14,851 23 13,180 28 SCS Runoff 1.34 1 726 4,740 1 ---- -- -- CK-708-POST-E--1-Y 29 Combine 1.87 1 726 6,651 1 26 + 28 ---- --- 30 Combine 3.22 1 739 21,502 1 27 + 29 ---- --- f2?- Proj. file: CK-708-POST-DEV-HYDR FL PUSample.idf Run date: 02-21-2023 Hydrograph Plot English Hyd, No. 'I CK-708-POST-GI- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 1-1-YR = SCS Runoff = 1 yrs = 0.27 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge = 0.94 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 3,483 cuft 1.0 0.8 u) 0.6 0.4 0.2 0.0 0 1 - SCS Runoff - 1 Yr - Qp = 0.94 cfs 10 15 20 5 Hyd. 1 Time (hrs) / Vol Hyd. 1 100 90 80 70 60 50 40 30 20 10 0 25 a� 0 a Hydrograph Plot English Hyd. No. 2 CK-708-POST-Gl- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 2-1-YR = SCS Runoff = 1 yrs = 0.30 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 1.03 cfs = 1 min = 91 = 0 ft =6min = Type Ill 300 Total Volume = 3,758 cut Time (hrs) / Hyd. 2 / Vol Hyd. 2 Hydrograph Plot English Hyd. No. 3 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 1 Peak discharge = 1.97 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume = 7,242 cuft 2.0 1.5 3 -Combine-1 Yr-Qp='1.97 cfs 1.0 0.5 0.0 20 0 5 10 15 Time (hrs) Hyd. 1 / Hyd. 2 / Hyd. 3 Vol Hyd. 3 100 90 80 70 60 G) 50 40 j 30 20 10 0 25 Hydrograph Plot English Hyd. No. 4 CK-70$-POST CI-1-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.16 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge = 0.58 cfs Time interval = 1 min Curve number = 94 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 2,187 cuft 0.6 0.5 0.4 0.3 a 0.2 0.1 0.0 0 4-SCS Runoff - 1 Yr - Qp = 0.58 cfs 5 10 15 20 Time (hrs) Hyd. 4 / Vol Hyd. 4 I 100 90 80 70 60 50 40 30 20 10 0 25 0 E 0 3 Hydrograph Plot English Hyd. No. 5 CK-708-POST-CI-2-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.18 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge = 0.62 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 2,255 cuft 0.8 0.6 N V a 0.4 0.2 0.0 5 - SCS Runoff - I Yr - Qp = 0.62 cfs MEM 111 0 5 Hyd. 5 10 15 Time (hrs) 20 ./ Vol Hyd. 5 100 90 80 70 60 50 40 30 20 10 0 25 U) 0 Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 4 Peak discharge = 1.20 cfs Time interval = 1 min 2nd inflow hyd. No. = 5 Total Volume = 4,442 cuft c) 1 1 0 6 - Combine -1 Yr - Qp = 1.20 cfs 1 c u 5 0 0 5 10 15 20 Time (hrs) Hyd. 4 / Hyd. 5 /, Hyd. 6 / Vol Hyd. 6 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 7 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 3 Peak discharge = 3.17 cfs Time interval = 1 min 2nd inflow hyd. No.= 6 Total Volume = 11,683 cult 7 -Combine -1 Yr - Qp = 3.17 efs 4 100 90 80 3 70 60 2 50 MEM.. 0 0 0 5 Elpill111111•"•--- 10 15 20 Time (hrs) / Hyd. 3 / Hyd. 6 / Hyd. 7 / Vol Hyd. 7 25 40 30 Volume Hydrograph Plot English Hyd. No. 8 CK-708-POST-CI-3-1 --YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.11 %ac = 0.0 = USER = 4.50 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.39 cfs = 1 min = 93 = 0 ft = 6 min = Type Ill = 300 Total Volume = 1,461 cult Time (hrs) Hyd. 8 / Vol Hyd. 8 Hydrograph Plot English Hyd. No. 9 CK-708-POST-CI-4-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.07 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge = 0.23 cfs Time interval = 1 min Curve number = 90 Hydraulic length = 0 ft Time of cons. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 851 cuft 0 C1 0 CM 0 CI U ! s — Time (hrs) Hyd. 9 / Vol Hyd. 9 Hydrograph Plot English Hyd. No. 10 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 8 Peak discharge = 0.63 cfs Time interval = 1 min 2nd inflow hyd. No. = 9 Total Volume = 2,312 cuft 0.8 0.6 492 a 0.4 0.2 0.0 10 - Combine -1 Yr - Qp = 0.63 cfs MEM 0 5 10 15 Time (hrs) Hyd. 8 / Hyd. 9 Hyd. 10 / Vol Hyd. 10 20 100 90 80 70 0 60 02 50 40 > 30 20 10 0 25 Hydrograph Plot English Hyd, No. 11 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 7 Peak discharge = 5.19 cfs Time interval = 1 min 2nd inflow hyd. No.= 10 Total Volume = 18,846 cuft 11 -Combine-1 Yr-{gyp=5.19cfs 0 5 4 3 2 — 1 0 5 10 15 Time (hrs) Hyd. 7 / Hyd. 10 / Hyd. 11 / Val Hyd. 11 20 100 90 80 70 60 50 40 30 20 10 0 25 E a Hydrograph Plot English Hyd. No. 12 CK-708-POST CI-5-1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.03 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge = 0.10 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type I I I Shape factor = 300 Total Volume = 343 cuft U 8 6 4 2 0' Hydrograph Plot English Hyd. No, 13 CK-708-POST-CI-6-1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.07 ac = 0.0 % = USER 4.50 in =24 hrs Peak discharge = 0.23 cfs Time interval = 1 min Curve number = 90 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 851 cuft I I I I I 0 C] V) 0 ILO C7 — - Time (hrs) Hyd. 13 ! Vol Hyd. 13 Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 12 Peak discharge = 0.33 cfs Time interval = 1 min 2nd inflow hyd. No. = 13 14F -Combine -1 Yr - Qp = 0.33 cfs 5 10 15 20 Time (hrs) Hyd. 12 / Hyd. 13 / Hyd. 14 / Vol Hyd. 14 Total Volume = 1,195 cuft 100 — 90 — 80 — 70 —60 50 — 40 — 30 — 20 — 10 0 25 Hydrograph Plot English Hyd. No. 15 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 11 Peak discharge = 5.52 cfs Time interval = 1 min 2nd inflow hyd. No. = 14 Total Volume = 20,041 cuft 5 10 15 20 Time (hrs) Hyd. 11 / Hyd. 14 / Hyd. 15 / Vol Hyd. 15 Hydrograph Plot English Hyd. No. 16 CK-708-POST CI-7-1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.14ac = 0.0 % USER = 4.50 in = 24 hrs Peak discharge = 0.48 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,754 cult 0.5 0.4 u) 0.3 U a 0.2 0.1 0.0 0 16-SCS Runoff -1 Yr-Qp=0.48cis I PI 111 URFA MI 5 10 15 20 Time (hrs) Hyd. 16 / Vol Hyd. 16 100 90 80 70 60 50 40 30 20 10 0 25 Hydrograph Plot English Hyd. No. 17 CK-708-POST CI-8-1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.14 ac = 0.0 USER = 4.50 in = 24 hrs Peak discharge = 0.49 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,806 cuft v a 0. 0. 0. 0. 0. 17 SCS Runoff -1 Yr - Op = 0.49 cfs J 4 3 2 1 0 5 10 15 20 Time (hrs) / Hyd. 17 / Vol Hyd. 17 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 18 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 16 Peak discharge = 0.97 cfs Time interval = 1 min 2nd inflow hyd. No.= 17 Total Volume = 3,560 cuft 1. 0. co 0. v aF 0. 0. 0. 18 - Combine - 1 Yr - Qp = 0.97 cfs u 8 6 4 2 0' 0 5 10 15 20 Time (hrs) Hyd. 16 / Hyd. 17 / Hyd. 18 , Vol Hyd. 18 100 90 80 70 60 50 40 30 20 10 0 25 a) E 0 Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 15 Peak discharge = 6.49 cfs Time interval = 1 min 2nd inflow hyd. No.= 18 Total Volume = 23,601 cuft 8 6 ▪ 4 0 19 - Combine - 1 Yr-Qp=6.49cfs 20 0 5 10 15 Time (hrs) Hyd. 15 / Hyd. 18 / Hyd. 19 / Vol Hyd. 19 100 — 90 -- 80 — 70 — 60 50 -40 — 30 — 20 — 10 0 25 o a) 0 Hydrograph Plot English Hyd, No. 20 CK-708-POST CI-0-1-'YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.07 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.21 cfs = 1 min = 86 = Oft = 6 min = Type Ill = 300 Total Volume = 753 cuft CI (7) A 5 10 15 20 25 Time (hrs) / Hyd. 20 / Vol Hyd. 20 Hydrograph Plot English Hyd. No. 21 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 19 Peak discharge = 6.70 cfs Time interval = 1 min 2nd inflow hyd. No. = 20 Total Volume = 24,353 euft —100 — 90 — 80 — 70 —60 50 40 �30 - 20 — 10 5 10 15 Time (hrs) Hyd. 19 / Hyd. 20 /' Hyd. 21 / Vol Hyd. 21 Hydrograph Plot English Hyd. No. 22 CK-708-POST-CI-10-1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.13 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor 0.45 cfs = 1 min = 92 = 0 ft = 6 min = Type Ill = 300 Total Volume = 1,677 cuft 4 3 2 1- 0 Time (hrs) >�` Hyd. 22 / Vol Hyd. 22 Hydrograph Plot English Hyd. No. 23 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 21 Peak discharge = 7.15 cfs Time interval = 1 min 2nd inflow hyd. No.= 22 Total Volume 26,031 cuft a 8 6 4 2 23 -Combine-1 Yr - Qp = 7.15 cfs o 0 20 5 10 15 Time (hrs) Hyd. 21 / Hyd. 22 / Hyd. 23 / Vol Hyd. 23 100 — 90 — 80 — 70 —60 50 — 40 — 30 20 — 10 -o 25 E 0 Hydrograph Plot English Hyd. No. 24 CK-708-POST-BP-1--1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.07 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.22 cfs = 1 min = 88 =Oft = 6 min = Type III = 300 Total Volume = 801 ouft 0.25 0.20 0.05 24 - SCS Runoff - 1 Yr - Qp = 0.22 cfs 0.00 0 5 10 15 20 Time (hrs) Hyd. 24 / Vol Hyd. 24 100 90 80 70 60 50 40 30 20 10 0 25 Volume Hydrograph Plot English Hyd. No. 25 CK-708-POST-BP-2--1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.10 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs Peak discharge = 0.31 cfs Time interval = 1 min Curve number = 87 Hydraulic length = 0 ft Time of conc. (To) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,110 cuft 25 -SCS Runoff -1 Yr -Qp= 0.31 cfs r 4 o Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 24 Peak discharge = 0.53 cfs Time interval = 1 min 2nd inflow hyd. No. = 25 Total Volume = 1,911 cuft 0.6 0.5 0.4 a 0.3 0.2 0.1 26 - Combine -1 Yr Qp = 0,53 cfs 0.0 0 20 100 — 90 —80 — 70 — 60 a' 50 — 40 — 30 — 20 — 10 5 10 15 Time (hrs) Hyd. 24 / Hyd. 25 / Hyd. 26 / Vol Hyd. 26 0 25 Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency inflow hyd. No. Max. Elevation = Reservoir = 1 yrs = 23 = 6.91 ft Peak discharge Time interval Reservoir name Max. Storage = 2.75 cfs = 1 min = CK-708 = 12,627 cuft Storage Indication method used. Total Volume = 15,708 cult v 6 4 2 0 0 01 5 10 15 20 95 Time (hrs) Hyd. 27 / Vol Hyd. 27 Hydrograph Plot English Hyd. No. 27 Hydrograph type = Reservoir Storm frequency = 1 yrs Inflow hyd. No. = 23 Max. Elevation = 6.91 ft Peak discharge Time interval Reservoir name Max. Storage = 2.75 cfs = 1 min = CK-708 = 12,627 cuft Storage Indication method used. Total Volume = 15,708 cuft 7. 7. 6. 5. 27 - Reservoir -1 Yr - Max. El. = 6.91 ft i I JILI 0 5 10 15 7n 9 Time (hrs) 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 28 CK-708-POST-E--1-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 0.47 ac = 0.0 % = USER = 4.50 in 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 1.34 cfs = 1 min = 84 = 0 ft = 6 min = Type Ill = 300 Total Volume = 4,740 cuft U CI 1. 1 0. 0. 28 -SCS Runoff -1 Yr -Qp= 1.34 cis 0 ,,., rn 5 10 15 20 2S Time (hrs) Hyd. 28 / Vol Hyd. 28 100 90 80 70 60 50 40 30 20 10 0 D E 0 Hydrograph Plot 0.5 English Hyd. No. 29 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 26 Peak discharge = 1.87 cfs Time interval = 1 min 2nd inflow hyd. No. = 28 Total Volume = 6,651 cuft 2.0 1.5 29 - Combine - 1 Yr - Qp = 1.87 cfs 0.0 0 5 10 15 Time (hrs) Hyd. 26 / Hyd. 28 / Hyd. 29 / Vol Hyd. 29 20 100 90 80 70 60 50 40 30 20 10 0 25 a� E 0 Hydrograph Plot English Hyd. No. 30 Hydrograph type = Combine Storm frequency = 1 yrs 1st inflow hyd. No. = 27 Peak discharge = 3.22 cfs Time interval = 1 min 2nd inflow hyd. No. = 29 Total Volume = 21,502 cuft c� a 4 3 2 1 30 - Combine - 1 Yr - Qp = 3.22 cfs 0 0 20 5 10 15 Time (hrs) Hyd. 27 / Hyd. 29 F Hyd. 30 / Vol Hyd. 30 100 — 90 — 80 — 70 — 60 50 —40 — 30 — 20 — 10 0 25 0 E z a Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuff) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 4 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 SCS Runoff SCS Runoff Combine SCS Runoff SCS Runoff Combine Combine SCS Runoff SCS Runoff Combine Combine SCS Runoff SCS Runoff Combine Combine SCS Runoff SCS Runoff Combine Combine SCS Runoff Combine SCS Runoff Combine SCS Runoff SCS Runoff Combine Reservoir SCS Runoff Combine Combine 1.07 1.16 2.23 0.65 0.70 1.35 3.58 0.44 0.27 0.71 4.28 0.11 0.27 0.38 4.66 0.54 0.55 1.09 5.75 0.24 6.00 0.51 6.51 0.25 0.36 0.61 1.55 2.16 3.53 1 1 1 1 1 1 1 1 1 1 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 726 743 726 726 734 3,955 4,279 8,233 2,469 2,567 5,036 13,269 1,654 972 2,626 15,895 394 972 1,366 17,261 1,997 2,050 4,047 21,308 869 22,177 1,904 24,081 920 1,278 2,197 13,761 5,504 7,702 21,463 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 CP 2 2 1+2 4+5 3+6 8+9 7+10 12+13 11+14 16 + 17 15+18 19+20 21 + 22 24+25 23 26+28 27+29 6.88 12,239 CK-708-POST-G I-1-2 CK-708-POST-GI-2-2 CK-708-POST-CI-1-2 CK-708-POST-CI-2-2 CK-708-POST-CI-3-2 CK-708-POST-CI-4-2 CK-708-POST-CI-5-2 CK-708-POST CI -6-2 CK-708-POST-CI-7-2 CK-708-POST-C I-8-2 CK-708-POST-CI-9-2 CK-708-POSTCI-10- CK-708-POST-BP-1-- CK-708-POST-BP-2- CK-708-POST-E--2-Y Proj. file: CK-708-POSY DEV-HYIr0-P. \/ ample.idf Run date: 02-21-2023 Hydrograph Plot English Hyd. No. 1 CK-708-POST GI-1-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.27 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 1.07 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 3,955 cult 1. 1 Lj a 0. 0. 1 -SCS Runoff -2Yr-Qp= 1.07 cfs D LC D 0 5 10 15 20 25 / Hyd. 1 Time (hrs) / Vol Hyd. 1 100 90 80 70 60 as 50 40 j 30 20 10 0 Hydrograph Plot English Hyd. No. 2 CK-708-POST GI-2-2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 0.30 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge = 1.16 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 4,279 cuft a 1. 1. 0. 2 - SCS Runoff - 2 Yr - Qp = 1.16 cfs J - 0 5� 0 5 10 15 20 Time (hrs) Hyd. 2 Vol Hyd. 2 0 25 100 90 80 70 60 50 40 30 20 10 a) 0 Hydrograph Plot English Hyd. No. 3 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 1 Peak discharge = 2.23 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume = 8,233 tuft v 0 1 9 8 —7 5 6 _5 0 4 3 5 2 —1 0 0 © 5 10 15 20 95 Hydrograph Plot English Hyd. No. 4 CK-708-POST-CI-1-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.16 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 0.65 cfs Time interval = 1 min Curve number = 94 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 2,469 cuft 0.8 0.6 4 a 0.4 0.2 0.0 0 4-SCS Runoff -2Yr-Qp=0.65cfs 20 5 10 15 Time (hrs) Hyd. 4 / Vol Hyd. 4 100 90 80 70 60 50 40 30 20 10 0 25 0 E Hydrograph Plot English Hyd. No. 5 CK-708-POST CI-2-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.18 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 0.70 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 2,567 cuft 0. 0. a 0. 0. 0. 5-SCS Runoff - 2 Yr - Qp = 0.70 cfs ;r 1 - 0 5 10 15 20 Time (hrs) Hyd. 5 / Vol Hyd. 5 0 25 100 90 80 70 60 50 40 30 20 10 E 0 Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 4 Peak discharge = 1.35 cfs Time interval = 1 min 2nd inflow hyd. No. = 5 Total Volume = 5,036 cuft 1.5 1.0 U 0.5 6 - Combine - 2 Yr - Qp = 1.35 cfs 0.0 0 20 5 10 15 Time (hrs) Hyd. 4 / Hyd. 5 Hyd. 6 / Vol Hyd. 6 100 — 90 — 80 70 — 60 — 50 — 40 30 — 20 — 10 0 25 E 0 3 Hydrograph Plot English Hyd. No. 7 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 3 Peak discharge = 3.58 cfs Time interval = 1 min 2nd inflow hyd. No. = 6 Total Volume = 13,269 cuft 7 - Combine - 2 Yr - Qp = 3.58 cfs 5 10 15 20 0 25 Time (hrs) Hyd. 3 / Hyd. 6 / Hyd. 7 / Vol Hyd. 7 100 90 80 70 60 50 40 30 20 10 a) E Q Hydrograph Plot English Hyd. No, 8 CSC-708-POST-C1- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 3-2-YR = SCS Runoff = 2 yrs = 0.11 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge = 0.44 cfs Time interval = 1 min Curve number = 93 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,654 cuff 0. 0. to 0. c) 0. 0. 0. 8 - SCS Runoff - 2 Yr - Qp = 0.44 cfs J 4 3 2- 1 D- L.,...............r.... 0 5 10 15 20 Time (hrs) Hyd. 8 Vol Hyd. 8 0 25 100 90 80 70 60 50 40 30 20 10 0 a) E 0 Hydrograph Plot English Hyd. No. 9 C K -706 -POST -C I-4-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.07 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.27 cfs = 1 min = 90 = 0 f Total Volume = 972 cuft 0.3 0.2 0.2 a 0.1 0.1 0.0 0.0 9-SCS Runoff -2Yr-Qp=0.27cis u 5 0 5 0 5 0 - 0 5 10 15 20 Time (hrs) Hyd. 9 / Vol Hyd. 9 0 25 100 90 80 70 60 50 40 30 20 10 0 0) E 0 Hydrograph Plot English Hy►d. No. 10 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 8 Peak discharge = 0.71 cfs Time interval = 1 min 2nd inflow hyd. No. = 9 Total Volume = 2,626 cuft 10- Combine -2Yr-Qp=0.71 cfs 5 10 15 20 Time (hrs) Hyd. 8 / Hyd. 9 -� � Hyd. 10 / Vol Hyd. 10 Hydrograph Plot English Hyd. No. 11 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 7 Peak discharge = 4.28 cfs Time interval = 1 min 2nd inflow hyd. No.= 10 Total Volume = 15,835 cuft Cg 11 -Combine-2Yr-Qp=4.28 cfs J 1. I —g 8 —7 3 6 —5 i 4 —3 1 2 —1 0 Js — 0 5 10 15 20 25 Time (hrs) Hyd. 7 if Hyd. 10 Hyd. 11 / Vol Hyd. 11 00 0 0 0 0 0 0 0 0 0 43 E O Hydrograph Plot English Hyd. No. 12 CK-708-POST CI-5-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.03 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 0.11 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 394 cuft 0.1 0.1 O a 0.0 0.0 12 `SCS Runoff -2Yr-Qp-0.11 cfs 0 - 5 0 5 10 15 20 25 Time (hrs) Hyd. 12 / Vol Hyd. 12 100 90 80 70 60 50 40 30 20 10 0 a E O Hydrograph Plot English Hyd. No. 13 CK-708-POST CI-6-2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 0.07 ac = 0.0 % = USER 5.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.27 cfs = 1 min = 90 =oft = 6 min = Type III = 300 Total Volume = 972 cuft 13-SCS Runoff - 2 Yr - Qp = 0.27 cfs 5 0 15 5 10 20 Time (hrs) Hyd. 13 Vol Hyd. 13 Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 12 Peak discharge = 0.38 cfs Time interval = 1 min 2nd inflow hyd. No. = 13 Total Volume = 1,366 euft 14 - Combine - 2 Yr - Qp = 0.38 cfs 0.4 MEIN 100 90 0.3 80 70 60 a 0.2 50 40 30 0.1 20 10 0 5 10 15 20 25 Time (hrs) Hyd. 12 / Hyd. 13 / Hyd. 14 Vol Hyd. 14 v E 0 Hydrograph Plot English Hyd. No. 15 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 11 Peak discharge = 4.66 cfs Time interval = 1 min 2nd inflow hyd. No. = 14 Total Volume = 17,261 cult L±T 5 10 15 2Q Time (hrs) Hyd. 11 / Hyd. 14 / Hyd. 15 / Vol Hyd. 15 Hydrograph Plot English Hyd. No. 16 CK-708-POST CI-7-2-YR Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.14 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs Peak discharge = 0.54 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (To) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,997 cuft 0.6 0.5 0.4 a 0.3 0.2 0.1 0.0 0 16-SCS Runoff -2Yr-Qp=0.54 cfs I 11 immill111111. 5 10 15 20 Time (hrs) Hyd. 16 / Vol Hyd. 16 100 90 80 70 60 w 50 j 40 j 30 20 10 0 25 Hydrograph Plot English Hyd. No. 17 C K-70 8 -POST -C I-8-2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 0.14ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.55 cfs = 1 min = 92 = Oft = 6 min = Type Ill = 300 Total Volume = 2,050 cuft a 0.6 0.5 0.4 0.3 0.2 0.1 0.0 0 17- SCS Runoff -2Yr-Qp=0.55cis I -,PM11 r. 111 "MENEM 5 10 15 20 Time (hrs) Hyd. 17 / Vol Hyd. 17 100 90 80 70 60 50 40 30 20 10 0 25 ai E 0 Hydrograph Plot English Hyd. No. 18 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 16 Peak discharge = 1.09 cfs Time interval = 1 min 2nd inflow hyd. No. = 17 Total Volume = 4,047 cult w a 1. 1. 0. 18 - Combine - 2 Yr - Qp = 1.09 efs J 0 5 0 5 10 15 20 2F Time (hrs) Hyd. 16 / Hyd. 17 Hyd. 18/Vol Hyd. 18 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 15 Peak discharge = 5.75 cfs Time interval = 1 min 2nd inflow hyd. No. = 18 Total Volume = 21,308 cuft 1.11 a 19- Combine -2Yr-Qp=5.75cfs V 5 4 rr 3 2 l 1 _ D 0 5 10 15 Time (hrs) Hyd. 15 / Hyd. 18 Hyd. 19 / Vol Hyd. 19 20 100 90 80 70 60 50 40 30 20 10 0 25 a) E 0 3 Hydrograph Plot English Hyd. No. 20 CK-708-POST-CI-9-2-YR Hydrograph type = SCS Runoff Peak discharge = 0.24 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 0.07 ac Curve number = 86 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 5.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 869 cuft 20-SCS Runoff -2Yr-Cep=0.24cfs 0.2 0.2 0.0 0.0 J 0 5 0 5 5 10 15 20 2E Time (hrs) Hyd. 20 / Vol Hyd. 20 100 90 80 70 60 50 40 30 20 10 0 m E 0 Hydrograph Plot English Hyd, No. 21 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 19 Peak discharge = 6.00 cfs Time interval = 1 min 2nd inflow hyd. No. = 20 Total Volume = 22,177 cuft V 5 4 3 2 1 - i 0,- 0 ; 15 20 2E 5 10 Time (hrs) Hyd. 19 /" Hyd. 20 Hyd. 21 Vol Hyd. 21 Hydrograph Plot English Hyd. No, 22 CK-708-POST-CI- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 10-2-YR = SCS Runoff = 2 yrs 0.13 ac = 0.0 USER = 5.00 in = 24 hrs Peak discharge = 0.51 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,904 cuft Time (hrs) ; f Hyd. 22 / Vol Hyd. 22 Hydrograph Plot English Hyd. No. 23 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 21 Peak discharge = 6.51 cfs Time interval = 1 min 2nd inflow hyd. No.= 22 Total Volume = 24,081 cuft cn 8 6 4 2 0 23 - Combine -2Yr-Qp=6.51 cfs 0 5 10 15 20 Time (hrs) Hyd. 21 / Hyd. 22 / Hyd. 23 / Vol Hyd. 23 100 — 90 — 80 -70 Q 60 CD 50 — 40 — 30 — 20 — 10 0 25 Hydrograph Plot English Hyd. No. 24 CK-708-POST-BP-1--2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 0.07ac = 0.0 pro = USER = 5.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.25 cfs = 1 min = 88 =oft = 6 min = Type Ill = 300 Total Volume = 920 cuft 24-SCS Runoff - 2 Yr - Qp = 0.25 cfs 5 5 Time (hrs) / Hyd. 24 /' Vol Hyd. 24 100 90 80 70 60 50 40 30 20 10 0 Time (hrs) / Hyd. 24 /' Vol Hyd. 24 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No, 25 CK-708-POST-BP-2--2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff = 2 yrs = 0.10 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.36 cfs = 1 min = 87 =oft = 6 min = Type III = 300 Total Volume = 1,278 cuft 0.4 0.3 0 a 0.2 0.1 0.0 0 25-SCS Runoff - 2 Yr - Qp = 0.36 cfs 20 5 10 15 Time (hrs) Hyd. 25 / Vol Hyd. 25 100 90 80 70 60 50 40 30 20 10 0 25 m 0 Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 24 Peak discharge = 0.61 cfs Time interval = 1 min 2nd inflow hyd. No. = 25 Total Volume = 2.197 cuft 0.8 0.6 co U a 0.4 0.2 26 - Combine - 2 Yr - Qp = 0.61 cfs 0.0 0 1 1 I 5 10 15 20 Time (hrs) Hyd. 24 / Hyd. 25 / Hyd. 26 / Vol Hyd. 26 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 2 yrs = 23 = 6.88 ft Peak discharge Time interval Reservoir name Max. Storage = 2.45 cfs = 1 min = C K-708 = 12,239 cuft Storage Indication method used. Total Volume 13,761 cult co C.) a 8 6 4 2 0 0 27 - Reservoir - 2 Yr - Qp = 2.45 cfs 100 90 — 80 — 70 — 60 50 — 40 — 30 —20 10 5 10 15 Hyd. 23 20 Time (hrs) / Hyd. 27 / Vol Hyd. 27 0 25 as 0 Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir 2 yrs = 23 = 6.88 ft Peak discharge Time interval Reservoir name Max. Storage = 2.45 cfs = 1 min = CK-708 = 12,239 cuft Storage Indication method used. Total Volume = 13,761 cuft w 7. 7 7. 6. 6. 5. 27 - Reservoir -2Yr-Max. El. = 6.88 ft C -t i C L 2 g, mei 0 10 15 20 5 — 25 Time (hrs) 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 28 CK-708-POST-E- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -2-YR = SCS Runoff = 2 yrs = 0.47 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 1.55 cfs = 1 min = 84 =0ft = 6 min = Type Ill = 300 Total Volume = 5,504 cult 2.0 1.5 1.0 0.5 28 - SCS Runoff - 2 Yr - Qp = 1.55 cfs 0.0 0 5 10 15 20 Time (hrs) / Hyd. 28 ,d" Vol Hyd. 28 100 90 80 70 60 50 40 30 20 10 0 25 m E 0 Hydrograph Plot English Hyd. No. 29 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 26 Peak discharge = 2.16 cfs Time interval = 1 min 2nd inflow hyd. No. = 28 Total Volume = 7,702 cult 2 2. 1. 0. 0. 29 - Combine - 2 Yr - Qp = 2.16 cfs 0 _9 8 —7 5 6 -- 5 0 4 _0 5 2 —1 0 5 10 15 Time (hrs) Hyd. 26 / Hyd. 28 / Hyd. 29 / Vol Hyd. 29 20 25 00 0 0 0 0 0 0 0 0 0 0 Hydrograph Plot English Hyd. No. 30 Hydrograph type = Combine Storm frequency = 2 yrs 1st inflow hyd. No. = 27 Peak discharge = 3.53 cfs Time interval = 1 min 2nd inflow hyd. No. = 29 Total Volume = 21,463 cuft 4.4 C) al 4 3 2 1 0 30- Combine -2Yr-Qp=3.53cfs 0 5 10 15 20 Time (hrs) Hyd. 27 / Hyd. 29 / Hyd. 30 / Vol Hyd. 30 100 90 80 70 60 50 40 30 20 10 0 25 0 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak Time Time to Volume flow interval peak (cfs) (min) (min) (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 SCS Runoff 1.30 SCS Runoff 1.43 Combine 2.73 SCS Runoff 0.79 SCS Runoff 0.86 Combine 1.65 Combine 4.38 SCS Runoff 0.54 SCS Runoff 0.33 Combine 0.87 Combine 5.25 SCS Runoff , 0.14 SCS Runoff 0.33 Combine Combine 0.46 5.71 SCS Runoff 0.67 SCS Runoff 0.68 Combine 1.34 Combine 7.06 SCS Runoff 0.31 Combine 7.36 SCS Runoff 0.63 Combine 7.99 SCS Runoff 0.32 SCS Runoff 0.45 Combine 0.76 Reservoir SCS Runoff 1.97 Combine 2.74 Combine 5.50 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 726 4,903 5 726 5,327 5 726 10,229 5 726 3,036 5 726 3,196 5 726 6,231 5 726 16,461 5 726 2,042 5 726 1,215 5 726 3,257 5 726 19,717 5 726 497 5 726 1,215 5 726 1,712 5 726 21,429 5 726 2,486 5 726 2,542 5 726 5,028 5 726 26,457 5 726 1,105 5 726 27,563 5 726 2,360 5 726 29,923 5 726 1,160 5 726 1,618 5 726 2,777 5 739 19,599 5 726 7,063 5 726 9,841 5 731 29,440 5 Pet, Proj. file: CK-708-POST DEV HY DRiID5.fd V,$ample.idf 1+2 4+5 3+6 8+9 7+10 12 + 13 11 + 14 16+17 15+18 19+20 21 + 22 24 + 25 23 26 + 28 27+29 CK-708-POST-GI-1-5 CK-708-POST-GI-2-5 CK-708-POST-Cl-1-5 C K -708 -POST -C I-2-5 CK-708-POST-CI-3-5 CK-708-POST-Cl-4-5 CK-708-POST-CI-5-5 CK-708-POST-CI-6-5 CK-708-POST-CI-7-5 CK-708-POST-CI-8-5 CK-708-POST-CI-9-5 CK-708-POST-Cl-10- CK-708-POST SP-1- CK-708-POST-BP-2-- CK-708-POST-E--5-Y Run date: 02-21-2023 Hydrograph Plot English Hyd. No. 1 CK-708-POST-GI-1-5-YR Hydrograph type = SCS Runoff Peak discharge = 1.30 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 0.27 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 6.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Total Volume = 4,903 cuft -SCS Runoff-5Yr-Qp=1.30cfs 01) a 1. 1 0. 0. 0 5 2n 0 5 10 15 Time (hrs) Hyd.1 Hydrograph Plot English Hyd. No. 2 CK-708-POST GI Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -2-5-YR = SCS Runoff = 5 yrs = 0.30ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 1.43 cfs = 1 min 91 = 0 ft = 6 min = Type Ill = 300 Total Volume = 5,327 cuft /U V 1. 1 0. 2-SCS Runoff -5Yr-Qp=1.43cfs J 0, 5 9! 0 5 10 15 1....mmli p 9n Time (hrs) / Hyd. 2 Hydrograph Plot English Hyd. No. 3 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 1 Peak discharge = 2.73 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume = 10,229 cuft v 5 0 5 D 5 Do 2 5 10 15 20 Hydrograph Plot English Hyd. No. 4 CIS-708-POST-CI-1-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.16 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.79 cfs = 1 min = 94 = 0ft =6min Type Ill = 300 Total Volume = 3,036 cuft C.) a 0. 0. 0. 0. 0. 4-SCS Runoff -5Yr-Qp=0.79cis 1 7 CS 4 2 D= 0 5 10 15 in �! Time (hrs) / Hyd. 4 Hydrograph Plot English Hyd. No. 5 CK-708-POST CI-2-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.18 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.86 cfs = 1 min = 91 0 f =6min = Type III = 300 Total Volume = 3,196 cuft V 8 5 4 0 -_ - 5 10 15 20 9� Hydrograph Plot English Hyd. No. 5 CK-708-POST-C 1-2-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.18 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.86 cfs = 1 min = 91 = 0 ft = 6 min = Type Ill = 300 Total Volume = 3,196 cuft 1. 0. to 0. CS 0. 0. 0. 5 -SCS Runoff - 5 Yr - Qp = 0.86 cfs V 8 5 4 -- 2 l 0 5 10 15 20 _rte 2 Time (hrs) Hyd. 5 Hydrograph Plot English Hyd. No. 5 C K -708 -POST -C I-2-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.18 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.86 cfs = 1 min = 91 = 0 f = 6 min = Type III = 300 Total Volume = 3,196 cuft L., - - Q'7 C 7 - 0 5 10 15 9n 7! Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 4 Peak discharge = 1.65 cfs Time interval = 1 min 2nd inflow hyd. No. = 5 Total Volume v 6,231 cult 2. 1. 0. 0. 6 - Combine - 5 Yr - Qp = 1.65 cfs ,., 5 d 5 ) , - 0 -• 15 20 - 5 10 2! Hyd. 4 Time (hrs) / Hyd. 5 / Hyd. 6 Hydrograph Plot English Hyd. No. 7 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 3 Peak discharge = 4.38 cfs Time interval = 1 min 2nd inflow hyd. No. = 6 Total Volume = 16,461 cult 7 - Combine - 5 Yr - Qp = 4.38 cfs 5 4 3 2 - 1 \_ Nm-- ) - - -- 0 5 Hyd. 3 10 Time (hrs) Hyd. 6 15 / Hyd. 7 20 25 Hydrograph Plot English Hyd. No. 8 C K -708 -POST -C I-3-5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.11 ac = 0.0 % USER = 6.00 in = 24 hrs Peak discharge = 0.54 cfs Time interval = 1 min Curve number = 93 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 2,042 cuft 0. 0. 0. cn 4- c.) et a 0. 0. 0. 8 -SCS Runoff -5Yr-Qp= 0.54 cfs v 5 4 3 2 1 0 5 10 1:5 9n 9! Time (hrs) Hyd. 8 Hydrograph Plot English Hyd. No. 9 CK-708-POST-Cl Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -4-5-YR = SCS Runoff = 5yrs 0.07 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge = 0.33 cfs Time interval = 1 min Curve number = 90 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,215 cuft a 0. 0. 0. 9 - SCS Runoff - 5 Yr - Qp = 0.33 cfs 3 2 1 15 ?n 9! 0 5 10 Time (hrs) Hyd. 9 Hydrograph Plot English Hyd. No. 10 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 8 Peak discharge = 0.87 cfs Time interval = 1 min 2nd inflow hyd. No. = 9 Total Volume = 3,257 curt 1. 0. CA 0. t.% a 0. 0. 0. 10 - Combine - 5 Yr - Qp 0.87 cfs 5 a U 6 inimmommin......m,_ 0 5 Hyd. 8 10 Time (hrs) / Hyd. 9 15 Hyd. 10 20 25 Hydrograph Plot English Hyd. No. 11 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 7 Peak discharge = 5.25 cfs Time interval = 1 min 2nd inflow hyd. No.= 10 Total Volume = 19,717 cuft tn a 11 -Combine-5Yr-Qp=5.25cfs V 5 4 3 2 1 10 15 0 5 7n '� Time (hrs) Hyd. 7 /' Hyd. 10 4, Hyd. 11 Hydrograph Plot English Hyd. No. 12 CK-708-POST-CI Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -5-5-YR = SCS Runoff = 5 yrs = 0.03 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.14 cfs = 1 min = 88 = 0ft = 6 min = Type Ill 300 Total Volume = 497 cult y aF 0.1 0.1 0.0 0.0 12-SCS Runoff -5Yr-Qp=o.14cfs J 0 5 D L"'N••••...., . 5 10 15 7n 7! Time (hrs) Hyd. 12 Hydrograph Plot English Hyd. No. 13 C K -708 -POST -C I-6-5-YR Hydrograph type = SCS Runoff Storm frequency = 5 yrs Drainage area = 0.07 ac Basin Slope = 0.0 Tc method = USER Total precip. = 6.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 = 0.33 cfs = 1 min = 90 oft Total Volume = 1,215 cult -t 3 2 0 5 10 15 20 2! Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 12 Peak discharge = 0.46 cfs Time interval = 1 min 2nd inflow hyd. No. = 13 Total Volume = 1,712 cuft 0. 0. 49 0. a 0. 0. 0. 14 - Combine - 5 Yr - Qp = 0.46 cfs J 4 3 7 2n 5 10 15 71 Time (hrs) Hyd. 12 / Hyd. 13 / Hyd. 14 Hydrograph Plot English Hyd. No. 15 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 11 Peak discharge = 5.71 cfs Time interval = 1 min 2nd inflow hyd. No. = 14 Total Volume = 21,429 cuft V 5 4 3 2 1 0 10 15 7n 9i 5 Hydrograph Plot English Hyd. No. 16 CK-708-POST-CI Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -7-5-YR = SCS Runoff = 5 yrs = 0.14 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.67 cfs = 1 min = 91 = 0 ft = 6 min = Type Ill = 300 Total Volume = 2,486 cuft 0. 0. U a 0. 0. 0. 16-SCS Runoff -5Yr-Qp=0.67cfs U 6 4 2 0 5 10 15 7n 9! Time (hrs) Hyd. 16 Hydrograph Plot English Hyd. No. 17 CK-708-POST-CI-8-5-YR Hydrograph type = SCS Runoff Peak discharge = 0.68 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 0.14 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 6.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 2,542 cuft 17-SCS Runoff - 5 Yr - Qp = 0.68 cfs CA a 0. 0. 0. 0. 0. V 6 - 4 2 a� 0 - 5 10 15 9n - Time (hrs) Hyd. 17 25 Hydrograph Plot English Hyd. No. 18 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 16 Peak discharge = 1.34 cfs Time interval = 1 min 2nd inflow hyd. No.= 17 Total Volume = 5,028 cuft J 0 5 - a __--- Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 15 Peak discharge = 7.06 cfs Time interval = 1 min 2nd inflow hyd. No.= 18 Total Volume = 26,457 cuft ch a 19 - Combine - 5 Yr - Qp = 7.06 cfs V 6 4 2 - 0 0 5 10 _ - - 15 20 9! Time (hrs) Hyd. 15 j Hyd. 18 / Hyd. 19 Hydrograph Plot English Hyd. No. 20 CK-708-POST Cl Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -9-5-YR = SCS Runoff = 5 yrs = 0.07 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.31 cfs = 1 min = 86 = 0 ft Total Volume = 1,105 cuft 0. 0. 0. 0. 0. 20 - SCS Runoff - 5 Yr - {gip = 0.31 cfs Y 3 2 1 30 _____ ,„.......L 5 10 15 20 2! Time (hrs) Hyd. 20 Hydrograph Plot English Hyd. No. 21 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 19 Peak discharge = 7.36 cfs Time interval = 1 min 2nd inflow hyd. No. = 20 Total Volume = 27,563 cult Hydrograph Plot English Hyd. No. 22 CK-708-POST CI-10-5-YR Hydrograph type = SCS Runoff Storm frequency = 5 yrs Drainage area = 0.13 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 6.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.63 cfs = 1 min = 92 =0ft Total Volume = 2,360 cuff 0. 0. 0. 0. 22- SCS Runoff -5Yr-Qp=O.63efs L., 6 4 2 2! 5 10 15 20 Time (hrs) ra Hyd. 22 Hydrograph Plot English Hyd, No. 23 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 21 Peak discharge = 7.99 cfs Time interval = 1 min 2nd inflow hyd. No. = 22 Total Volume = 29,923 cuft i 1 - - L - - - Hydrograph Plot English Hyd. No. 24 CK-708-POST-BP-1--5-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 0.07ac = 0.0 % = USER = 6.00 in =24hrs Peak discharge = 0.32 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,160 cuft 3 2 Hydrograph Plot English Hyd. No. 25 CK-708-POST-BP-2--5-YR Hydrograph type = SCS Runoff Peak discharge = 0.45 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 0.10 ac Curve number = 87 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 6.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 1,618 cuft 25 SCS Runoff -5Yr-Qp=0.45cis 0. 0. ) 0. C.) a 0. 0. J 4 3 2 - 1 0 5 10 15 20 2! Time (hrs) ,>>m Hyd. 25 Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 24 Peak discharge = 0.76 cfs Time interval = 1 min 2nd inflow hyd. No. = 25 Total Volume = 2,777 cuft c.i 6 4 2 00 5 10 15 7n 7► Time (hrs) Hyd. 25 b^ Hyd. 26 Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 5 yrs = 23 = 7.01 ft Peak discharge Time interval Reservoir name Max. Storage = 3.67 cfs = 1 min = CK-708 = 14,012 cuft Storage Indication method used. Total Volume = 19,599 cuft V 6 4 i -.-,—JL 0 5 10 15 2n 9� Time (hrs) ,/ Hyd. 23 / Hyd. 27 Hydrograph Plot English Hyd. No. 27 Hydrograph type = Reservoir Storm frequency = 5 yrs Inflow hyd. No. = 23 Max. Elevation = 7.01 ft Peak discharge Time interval Reservoir name Max. Storage = 3.67 cfs = 1 min = CK-708 = 14,012 cuft Storage Indication method used. Total Volume = 19,599 cuft 7. E 7. 6. 6. 5. 27 - Reservoir -5Yr-Max. EL=7.01 ft id D 3 3 }.-- 5 10 15 90 71 Time (hrs) Hydrograph Plot English Hyd. No. 28 CK-708-POST-E- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration -5-YR = SCS Runoff = 5 yrs = 0.47 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 1.97 cfs = 1 min = 84 =0ft Total Volume = 7,063 cuft 2. 1. 0. 0. 28 - SCS Runoff - 5 Yr - Qp = 1.97 cfs i I -___„---„,-___,,,j - 0 5 10 15 9n 7J Time (Errs) ,' Hyd. 28 Hydrograph Plot English Hyd. No. 29 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 26 Peak discharge = 2.74 cfs Time interval = 1 min 2nd inflow hyd. No. = 28 Total Volume = 9,841 cuft a 3. 2. 2. 1. 0. 0. 29 - Combine - 5 Yr - Qp = 2.74 cfs V 5 - 0 5 a 5 15 9n 0 5 10 71 Hyd. 26 Time (hrs) Hyd. 28 / Hyd. 29 Hydrograph Plot English Hyd. No. 30 Hydrograph type = Combine Storm frequency = 5 yrs 1st inflow hyd. No. = 27 Peak discharge = 5.50 cfs Time interval = 1 min 2nd inflow hyd. No. = 29 Total Volume = 29,440 cuft v 5 1 4 3 2 1 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak Time flow interval (cfs) (min) Time to peak (min) Volume Return period (cuff) (yrs} Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 1.54 1 726 5,856 10 2 SCS Runoff 1.69 1 726 6,381 10 3 Combine 3.24 1 726 12,237 10 4 SCS Runoff 0.93 1 726 3,604 10 5 SCS Runoff 1.02 1 726 3,829 10 6 Combine 1.95 1 726 7,433 10 7 Combine 5.18 1 726 19,670 10 8 SCS Runoff 0.63 1 726 2,432 10 9 SCS Runoff 0.39 1 726 1,460 10 10 Combine 1.03 1 726 3,892 10 11 Combine 6.21 1 726 23,561 10 12 SCS Runoff 0.16 1 726 601 10 13 SCS Runoff 0.39 1 726 1,460 10 14 Combine 0.55 1 726 2,061 10 15 Combine 6.76 1 726 25,622 10 16 SCS Runoff 0.79 1 726 2,978 10 17 SCS Runoff 0.80 1 726 3,036 10 18 Combine 1.59 1 726 6,014 10 19 Combine 8.35 1 726 31,636 10 20 SCS Runoff 0.37 1 726 1,345 10 21 Combine 8.72 1 726 32,982 10 22 SCS Runoff 0.74 1 726 2,819 10 23 Combine 9.47 1 726 35,801 10 24 SCS Runoff 0.38 1 726 1,402 10 25 SCS Runoff 0.54 1 726 1,962 10 26 Combine 0.92 1 726 3,365 10 27 Reservoir 4.54 1 738 25,473 28 SCS Runoff 2.40 1 726 8,652 10 29 Combine 3.31 1 726 12,016 10 30 Combine 7.06 1 729 37,489 10 bg- 1+2 4+5 3+6 8+9 7+10 12 + 13 11+14 16+17 15+18 19+20 21 + 22 24+25 23 26 + 28 27+29 CK-708-POST-GI-1-1 CK-708-POST-G1-2-1 CK-708-POST-CI-1-1 CK-708-POST-CI-2-1 CK-708-POST-CI-3-1 CK-708-POST-CI-4-1 CK-708-POST-CI-5-1 CK-708-POST CI -6-1 CK-708-POST-CI-7-1 CK-708-POST-Cl-8-1 CK-708-POST-CI-9-5 CK-708-POST CI -10- CK-708-POST-BP-1-- C K-708-POST-BP-2-- CK-708-POST-E-10- Proj. file: CK-708-POST-DEV-HYDRIMefiG impie.idf Run date: 02-21-2023 Hydrograph Plot English Hyd. No. 1 CK-708-POST-GI-1-10-YR Hydrograph type = SCS Runoff Peak discharge = 1.54 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.27 ac Curve number = 92 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 7.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 5,856 cuft 1 -SCS Runoff -10Yr-alp= 1.54 cfs 2. 1. a 1. 0. 0. J i 0 5 10 1.5 20 9C Hyd. 1 Time (hrs O Vol Hyd. 1 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 2 C K -708 -POST -G I-2-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.30 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 1.69 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 6,381 cult 2. 1. 0. 0. 2 - SCS Runoff -1O Yr - Qp = 1.69 cfs J 5 10 15 2n 9S Time (hrs) '" Hyd. 2 1 Vol Hyd. 2 100 90 80 70 60 50 40 30 20 10 0 E 0 Hydrograph Plot English Hyd. No. 3 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 1 Peak discharge = 3.24 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume = 12.237 cuft 0 a 4 3 2 3 - Combine - 10 Yr - Qp = 3.24 cfs 5 10 15 20 Time (hrs) Hyd. 1 / Hyd. 2 Hyd. 3 / Vol Hyd. 3 100 90 80 70 0 60 w 50 40 30 20 10 0 25 Hydrograph Plot English Hyd. No. 4 CK-708-POST-CI-1-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.16 ac 0.0 % = USER 7.00 in = 24 hrs Peak discharge = 0.93 cfs Time interval = 1 min Curve number = 94 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 3,604 tuft v 8 5 4 2 0 5 10 15 20 7C Hydrograph Plot English Hyd. No. 5 CK-708-POST CI-2-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.18ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 1.02 cfs = 1 min = 91 = 0ft = 6 min = Type III = 300 Total Volume = 3,829 cult C.) a 1. 1. 0. 0, 5 - SCS Runoff 10 Yr - Qp = 1.02 cfs 1 a — ) 0 5 10 15 7n 7C Time (hrs) Hyd. 5 / Vol Hyd. 5 100 90 80 70 60 50 40 30 20 10 0 a) E 0 Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 4 Peak discharge = 1.95 cfs Time interval = 1 min 2nd inflow hyd. No. = 5 Total Volume = 7,433 cult 2. 1. co C) a 1. 0. 0. 6 - Combine -10 Yr - Qp = 1.95 cfs i I 0 5 10 15 20 Time (hrs) Hyd. 4 / Hyd. 5 / Hyd. 6 / Vol Hyd. 6 100 90 80 70 60 50 40 30 20 10 0 25 ep a) E 0 Hydrograph Plot English Hyd. No. 7 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 3 Peak discharge = 5.18 cfs Time interval = 1 min 2nd inflow hyd. No. = 6 Total Volume = 19,670 cuft 0 a 7- Combine -10Yr-Qp=5.18cfs v 5 - - 4 3 2 1 0 5 —.aid 10 15 7n 9q Time (hrs) Hyd. 3 / Hyd. 6 / Hyd. 7 / Vol Hyd. 7 100 90 80 70 60 50 40 30 20 10 0 w E a Hydrograph Plot English Hyd. No. 8 CK-708-POST CI-3-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.11 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.63 cfs = 1 min = 93 = 0ft = 6 min = Type III = 300 Total Volume = 2,432 cuft 8-SCS Runoff -1OYr-Qp= 0.63 cfs 1 I 5 tl 4 2 0 0 5 10 15 70 25 Hydrograph Plot English Hyd. No. 9 C K -708 -POST -C I-4-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10yrs = 0.07 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 0.39 cfs Time interval = 1 min Curve number = 90 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,460 cuft C.) a 0. 0. 0. 0. 9-SCS Runoff -10Yr-Qp=0.39 cfs -r 3 - 2 1 0 5 10 15 70 9,q Time (hrs) Hyd. 9 / Vol Hyd. 9 100 90 80 70 60 50 40 30 20 10 0 E 0 Hydrograph Plot English Hyd. No. 10 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 8 Peak discharge Time interval 2nd inflow hyd. N = 1.03 cfs = 1 min = 9 Total Volume = 3,892 cuft } 5 10 15 20 Time (hrs) Hyd. 8 / Hyd. 9 / Hyd. 10 / Vol Hyd. 10 Hydrograph Plot English Hyd. No, 11 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 7 Peak discharge = 6.21 cfs Time interval = 1 min 2nd inflow hyd. No. = 10 Total Volume = 23,561 cuft a 11 - Combine - 10 Yr - Qp = 6.21 cfs U 6 4 2 0 0 5 10 15 7f) 7C Time (hrs) Hyd. 7 / Hyd. 10 / Hyd. 11 / Vol Hyd. 11 100 90 80 70 60 50 40 30 20 10 0 a w E 0 Hydrograph Plot English Hyd. No. 12 CK-708-POST C1-5-10-YR Hydrograph type = SCS Runoff Peak discharge = 0.16 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.03 ac Curve number = 88 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 7.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 300 Total Volume = 601 cuft 12 -SCS Runoff -10 Yr -Qp= 0.16 cfs 0.2 0.1 0.1 0.0 0.0 1 1 5 Lf L 0 5 5 10 15 20 7 Time (hrs) Hyd. 12 d Vol Hyd. 12 100 90 80 70 60 50 40 30 20 10 0 U, E 0 5 Hydrograph Plot English Hyd. No. 13 CK-708-POST Cl- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 6-10-YR = SCS Runoff = 10 yrs = 0.07 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.39 cfs = 1 min = 90 Oft = 6 min = Type Ill = 300 Total Volume = 1,460 cuft 0.4 0.3 C.) 0.2 0.1 0.0 0 13-SCS Runoff - 10 Yr - Qp = 0.39 cfs I r .01 5 10 15 Time (hrs) Hyd. 13 ,,e' Vol Hyd. 13 20 100 90 80 70 60 50 40 30 20 10 0 25 as 0 Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 12 Peak discharge = 0.55 cfs Time interval = 1 min 2nd inflow hyd. No.= 13 Total Volume = 2.061 cuff v 4 3 2 1 — — 5 10 15 20 Time (hrs) Hyd. 12 / Hyd. 13 / Hyd. 14 / Vol Hyd. 14 Hydrograph Plot English Hyd. No. 15 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 11 Peak discharge = 6.76 cfs Time interval = 1 min 2nd inflow hyd. No. = 14 Total Volume 25,622 cuft 8 6 4 2 15 - Combine - 10 Yr - Qp = 6.76 cfs 5 10 15 20 25 Time (hrs) Hyd. 11 / Hyd. 14 Hyd. 15 / Vol Hyd. 15 100 90 80 70 60 50 40 30 20 10 0 E 0 Hydrograph Plot English Hyd. No. 16 CK-708-POST-C I-7-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs 0.14 ac = 0.0 % = USER 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type I l I Shape factor = 300 = 0.79 cfs = 1 min = 91 = 0ft Total Volume = 2,978 cuft n C 1 4 0 5 10 15 70 7� Hydrograph Plot English Hyd. No. 17 CK-708-POST CI-8-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.14 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 0.80 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) _ 6 min Distribution = Type III Shape factor = 300 Total Volume = 3.036 cult 6 Hydrograph Plot English Hyd. No. 18 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 16 Peak discharge = 1.59 cfs Time interval = 1 min 2nd inflow hyd. No.= 17 Total Volume = 6,014 tuft J Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 15 Peak discharge = 8.35 cfs Time interval = 1 min 2nd inflow hyd. No.= 18 Total Volume = 31,636 cuft 1 U) 19- Combine -1OYr-Qp= 8.35 cfs V' 8 6 4 I2 0 5 10 15 2n 7C Time (hrs) Hyd. 15 / Hyd. 18 3=' Hyd. 19 / Val Hyd. 19 100 90 80 70 60 50 40 30 20 10 0 G) E 0 Hydrograph Plot English Hyd. No. 20 CK-708-POST-CI-9-510-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.07 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 = 0.37 cfs = 1 min = 86 = 0ft Total Volume = 1,345 cuft r Cr) c I 5 10 15 9n 9c Time (hrs) Hyd. 20 / Vol Hyd. 20 Hy►drograph Plot English Hyd. No. 21 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 19 Peak discharge = 8.72 cfs Time interval = 1 min 2nd inflow hyd. No.= 20 Total Volume = 32,982 cuft v 0 15 10 9n 9c 5 Hydrograph Plot English Hyd. No. 22 CK-706-POST CI-10-10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff = 10yrs = 0.13ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.74 cfs = 1 min = 92 = Oft 6min = Type 111 = 300 Total Volume = 2,819 cuft 0 0. o. 0. 22-SCS Runoff - 10 Yr - Qp = 0.74 cfs V 6 4 2 0 5 10 15 -7n 91 Hyd. 22 Time (hrs) Vol Hyd. 22 100 90 80 70 60 50 40 30 20 10 0 c E a Hydrograph Plot English Hyd. No. 23 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 21 Peak discharge = 9.47 cfs Time interval = 1 min 2nd inflow hyd. No. = 22 Total Volume = 35,801 cult 1 a 23 - Combine - 10 Yr - Qp = 9.47 cfs V 8 n 3 1- ? 10 15 Time (hrs) " Hyd. 21 / Hyd. 22 / Hyd. 23 / Vol Hyd. 23 20 0 25 100 90 80 70 60 50 40 30 20 10 0 D a) E z 0 Hydrograph Plot English Hyd. No. 24 CK-708-POST-BP-1--10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.07 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 0.38 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,402 cuft 0.4 0.3 14 a 0.2 0.1 0.0 0 24 - SCS Runoff -10 Yr - Qp = 0.38 cfs 100 90 80 70 60 50 40 30 20 10 5 10 15 250 Time (hrs) / Hyd. 24 0 Vol Hyd. 24 20 0 a Hydrograph Plot English Hyd. No. 25 C K -708 -POST -B P-2--10-YR Hydrograph type = SCS Runoff Storm frequency = 10 yrs Drainage area = 0.10 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 7.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.54 cfs = 1 min = 87 Oft Total Volume = 1,962 tuft 0. 0. 014 U a ©. 0. 0. 25-SCS Runoff - 10 Yr - Qp = 0.54 cfs 5 4 3 - — I 0 10 5 15 9n 7g Time (hrs) Hyd. 25 / Vol Hyd. 25 100 90 80 70 60 50 40 30 20 10 Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 24 Peak discharge = 0.92 cfs Time inte►val = 1 min 2nd inflow hyd. No. = 25 Total Volume = 3,365 cuft 26 - Combine - 10 Yr - Qp = 0.92 cfs r 100 90 80 70 60 50 40 30 20 10 Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency inflow hyd. No. Max. Elevation = Reservoir = 10 yrs = 23 = 7.15 ft Peak discharge Time interval Reservoir name Max. Storage = 4.54 cfs = 1 min = CK-708 = 15,795 cuft Storage Indication method used. Total Volume = 25,473 cuft v 8 - 1 —c 6 e —7 4 6 —5 2 - —3 4 0 —1 2 0 0 5 10 15 9n •)g. Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 10 yrs = 23 = 7.15 ft Peak discharge Time interval Reservoir name Max. Storage = 4.54 cfs = 1 min = CK-708 = 15,795 cuft Storage indication method used. Total Volume = 25,473 cuft 7. 7. 6. 5. 27 -Reservoir- 10 Yr - Max. El. = 7.15 ft v 4 3 J 3 © 5 10 15 an 9g Time (hrs) 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 28 CK-708-POST-E--10-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10yrs = 0.47 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 2.40 cfs 1 min 84 = Oft = 6 min = Type III 300 Total Volume = 8,652 cuft a 2. 2 1. 0. 0. 28 - SCS Runoff -10 Yr - Qp = 2.40 cfs 5 5 9.11 5 10 15 Time (hrs) Hyd. 28 / Vol Hyd. 28 100 90 80 70 60 50 40 30 20 10 0 ti m E 0 Hydrograph Plot English Hyd. No. 29 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 26 Peak discharge = 3.31 cfs Time interval = 1 min 2nd inflow hyd. No. = 28 Total Volume = 12,016 cuft 29 - Combine -10 Yr - Qp = 3.31 cfs 4 3 2 1 0 10 7n 9q 5 1.5 Time (hrs) Hyd. 26 / Hyd. 28 , Hyd. 29 / Vol Hyd. 29 100 90 80 70 60 50 40 30 20 10 0 m E 0 Hydrograph Plot English Hyd. No. 30 Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 27 Peak discharge = 7.06 cfs Time interval = 1 min 2nd inflow hyd. No. = 29 Total Volume = 37,489 cuft 5 10 15 20 Time (hrs) Hyd. 27 / Hyd. 29 _y" Hyd. 30 / Vol Hyd. 30 Hydrograph Summary Report Page 1 19 20 21 22 23 24 25 26 27 28 29 30 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 1.78 1 726 6,812 25 2 SCS Runoff 1.96 1 726 7,441 25 3 Combine 3.74 1 726 14,253 25 4 SCS Runoff 1.07 1 726 4,173 25 5 SCS Runoff 1.18 1 726 4,464 25 6 Combine 2.25 1 726 8,638 25 7 Combine 5.98 1 726 22,890 25 8 SCS Runoff 0.73 1 726 2,822 25 9 SCS Runoff 0.45 1 726 1,706 25 10 Combine 1.18 1 726 4,529 25 11 Combine 7.17 1 726 27,419 25 12 SCS Runoff 0.19 1 726 706 25 13 SCS Runoff 0.45 1 726 1,706 25 14 Combine 0.64 1 726 2,412 25 15 Combine 7.81 1 726 29,831 25 16 SCS Runoff 0.91 1 726 3,472 25 17 SCS Runoff 0.92 1 726 3,532 25 18 Combine 1.84 1 726 7,004 25 Combine 9.64 1 726 36,835 25 SCS Runoff 0.43 1 726 1,587 25 Combine 10.08 1 i 726 38,423 25 SCS Runoff 0.86 1 726 3,280 25 Combine 10.93 1 726 41,702 25 SCS Runoff 0.44 1 726 1,647 25 SCS Runoff 0.63 1' 726 2,310 25 Combine 1.07 1 726 3,957 25 Reservoir ) 1 738 31,370 25 SCS Runoff 2.82 1 726 10,260 25 Combine 3.89 1 726 14,217 25 Combine 8.27 1 728 45,587 25 1+2 4+5 3+6 8+9 7+10 12 + 13 11+14 16+17 15+18 19+20 21 + 22 24+25 23 26 + 28 27+29 17,443 CK-708-POST-G1-1-2 CK-708-POST-GI-2-2 CK-708-POST-CI-1-2 CK-708-POST-CI-2-2 CK-708-POST-CI-3-2 C K -708 -POST -CI -4-2 CK-708-POST-CI-5-2 CK-708-POST-C 1-6-2 CK-708-POST-Cl-7-2 C K -708 -POST -C I-8-2 CK-708-POST CI -9-2 CK-708-POST-CI-10- C K-708-POST-BP-1-- CK-708-POST-BP-2-- CK-708-POST-E-2--2 Proj. file: CK--708-POST DEV-HY(:RCID-HiGPS mple.idf Run date: 02-21-2023 Hydrograph Plot English Hyd. No. 'I C K -708 -POST -G I-1-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff = 25 yrs = 0.27 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 1.78 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 6,812 cuft 2. 1. a 1. 0. 0.0 1 - SCS Runoff - 25 Yr - Qp = 1.78 cfs 0 5 10 15 9n 7g Hyd. 1 Time (hrs) / Vol Hyd. 1 100 90 80 70 60 50 40 30 20 10 0 0 Hydrograph Plot English Hyd. No. 2 CK-708-POST GI-2-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.30 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 1.96 cfs = 1 min = 91 = 0ft 2. 1. 0. 0. Total Volume = 7,441 tuft 2 - SCS Runoff - 25 Yr - Qp = 1.96 cfs 5- — } 0 5 10 15 9n NMIIIIMb og Time (hrs) Hyd. 2 / Vol Hyd. 2 100 90 80 70 60 50 40 30 20 10 w E Hydrograph Plot English Hyd. No. 3 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 1 Peak discharge = 3.74 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume = 14,253 cuft 4- C.) 3 - Combine - 25 Yr - Qp = 3.74 cfs A 3 2 0 •)c 5 10 15 9n Time (hrs) Hyd. 1 / Hyd. 2 , ' Hyd. 3 / Vol Hyd. 3 100 90 80 70 60 50 40 30 20 10 0 as % 0 Hydrograph Plot English Hyd. No. 4 CK-708-POST-CI-1-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff = 25 yrs = 0.16 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 1.07 cfs Time interval = 1 min Curve number = 94 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 4;173 cult 4 -SCS Runoff-25Yr-Qp- 1.07 cfs Time (hrs) Hyd. 4 ;f Vol Hyd. 4 5 10 15 20 100 90 80 70 d 60 a) 50 — 40 j —30 20 ----10 0 25 Hydrograph Plot English Hyd, No, 5 CK-708-POST-CI-2-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = �0.18 ac 0 = .0% = USER = 8.00 in = 24 hrs Peak discharge = 1.18 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 4,464 cuft Time (hrs) Hyd. 5 / Vol Hyd. 5 Hydrograph Plot English Hyd. No. 6 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 4 Peak discharge = 2.25 cfs Time interval = 1 min 2nd inflow hyd. No. = 5 Total Volume = 8,638 cuft 2. 2. 0. 0. 6 - Combine - 25 Yr - Qp = 2.25 cfs 1 D C u 5 0 5 0 0 5 10 15 20 Time (hrs) Hyd. 4 / Hyd. 5 Hyd. 6 / Vol Hyd. 6 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 7 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 3 Peak discharge = 5.98 cfs Time interval = 1 min 2nd inflow hyd. No. = 6 Total Volume = 22,890 cuft 4- a 6 5 4 3 2 1 0 7- Combine -25Yr-Qp=5.98ids 5 10 15 20 Time (hrs) Hyd. 3 / Hyd. 6 4- Hyd. 7 / Vol Hyd. 7 100 90 80 70 60 50 40 30 20 10 0 25 E 0 Hydrograph Plot English Hyd. No. 8 CK-708-POST-CI--3-25-YR Hydrograph type = SCS Runoff Storm frequency = 25 yrs Drainage area = 0.11 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 8.00 in Storm duration = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.73 cfs = 1 min = 93 = Oft Total Volume = 2,822 cuft 0.8 0.6 0.4 0.2 0.0 0 8 - SCS Runoff - 25 Yr - Qp = 0.73 cfs noir,„1„,„, NUMMI 5 10 15 20 Time (hrs) r¢ Hyd. 8 Vol Hyd. 8 100 90 80 70 60 50 40 30 20 10 0 25 0 a) E z 0 Hydrograph Plot English Hyd. No. 9 CK-708-POSTCl-4-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.07 ac = 0.0 % = USER = 8.00 in 24 hrs Peak discharge = 0.45 cfs Time interval = 1 min Curve number = 90 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume t 1,706 cuft 0. 0. CO 0. 4- U a 0. 0. 0. 9 - SCS Runoff-25Yr-Qp = 0.45 cfs 3 4 3 2 - 1 L'.........-------- 5 10 15 20 Time (hrs) Hyd. 9 / Vol Hyd. 9 100 90 80 70 60 50 40 30 20 10 0 25 Hydrograph Plot English Hyd. No. 10 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 8 Peak discharge = 1.18 cfs Time interval = 1 min 2nd inflow hyd. No. = 9 Total Volume = 4,529 cuft 1.5 10- Combine -25Yr-Qp=1.18cfs 1.0 07 C) a 0.5 0.0 100 — 90 80 — 70 —60 — 50 — 40 -- 30 — 20 — 10 0 5 10 15 20 25 Time (hrs) Hyd. 8 / Hyd. 9 .' Hyd. 10 / Vol Hyd. 10 E O Hydrograph Plot English Hyd. No. 11 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 7 Peak discharge = 7.17 cfs Time interval = 1 min 2nd inflow hyd. No. = 10 Total Volume = 27,419 cult 8 6 ▪ 4 2 11 - Combine -25Yr-Qp=7.17 cfs 0 0 5 10 15 Time (hrs) Hyd. 7 / Hyd. 10 , " Hyd. 11 / Vol Hyd, 11 20 100 90 80 70 60 50 40 30 20 10 0 25 w 0 a Hydrograph Plot English Hyd. No. 12 CK-708-POST-CI-5-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.03 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 = 0.19 cfs = 1 min = 88 = 0 f Total Volume = 706 cuft 0.20 0.15 U a 0.10 0.05 0.00 0 12-SCS Runoff - 25 Yr - Qp = 0.19 cfs 20 5 10 15 Time (hrs) Hyd. 12 l Vol Hyd. 12 100 — 90 --- 80 -- 70 60 50 — 40 — 30 20 — 10 0 25 E Q Hy►drograph Plot English Hyd. No. 13 CK-708-POST CI-6-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.07 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 0.45 cfs = 1 min = 90 = 0 ft = 6 min = Type Ill = 300 Total Volume = 1,706 cuft 0.5 0.4 U) 0.3 a 0.2 0.1 13 - SCS Runoff - 25 Yr - Qp = 0.45 cfs 0.0 0 I Pedilli imp mill 5 i i 10 15 0 20 25 Time (hrs) Hyd. 13 / Vol Hyd. 13 100 90 80 70 60 50 40 30 20 10 w E 0 Hydrograph Plot English Hyd. No. 14 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 12 Peak discharge = 0.64 cfs Time interval = 1 min 2nd inflow hyd. No.= 13 Total Volume = 2,412 cuft 14 - Combine - 25 Yr - Qp = 0.64 cfs 5 10 15 20 Time (hrs) Hyd. 12 / Hyd. 13 / Hyd. 14 ' Vol Hyd. 14 Hydrograph Plot English Hyd. No. 15 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 11 Peak discharge = 7.81 cfs Time interval = 1 min 2nd inflow hyd. No.= 14 Total Volume = 29,831 cuft 8 100 —90 —80 6 — 70 — 60 4 50 — 40 -30 2 — 20 — 10 0 5 10 15 20 25 Time (hrs) Hyd. 11 / Hyd. 14 / Hyd. 15 / Vol Hyd. 15 Hydrograph Plot English Hyd. No. 16 CK-708-POST-CI- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 7-25-YR = SCS Runoff = 25 yrs = 0.14 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 0.91 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 3,472 cuft 8 Hydrograph Plot English Hyd. No. 17 CK-708-POST-CI-8-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.14 ac = 0.0% = USER = 8.00 in 24 hrs Peak discharge = 0.92 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 3,532 cult 1. 0. rn 0. v 0. 0. 0. 0 17-SCS Runoff -25Yr-Qp= 0.92 cfs v 8 6 4 2 5 10 15 20 Time (hrs) Hyd. 17 0° Vol Hyd. 17 100 90 80 70 60 50 40 30 20 10 0 25 a a) E 0 Hydrograph Plot English Hyd. No. 18 Hydrograph type = Combine Storm frequency = 25 yrs 1 st inflow hyd. No. = 16 Peak discharge = 1.84 cfs Time interval = 1 min 2nd inflow hyd. No. = 17 Total Volume = 7,004 cult a 2. 1. 1. 0. 0. 18- Combine -25Yr-Qp=1.84cis U 5 0 5 o 5 10 15 Time (hrs) Hyd. 16 / Hyd. 17 Hyd. 18 / Vol Hyd. 18 20 0 25 100 90 80 70 60 50 40 30 20 10 ce 0 a) E 0 7 Hydrograph Plot English Hyd. No. 19 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 15 Peak discharge = 9.64 cfs Time interval = 1 min 2nd inflow hyd. No. = 18 Total Volume = 36,835 cuft 19 - Combine - 25 Yr - Qp = 9.64 cfs u 8 6 4 2 n 5 10 15 20 Time (hrs) Hyd. 15 / Hyd. 18 /Hyd. 19 / Vol Hyd. 19 Hydrograph Plot English Hyd. No. 20 C K -708 -POST -C I -9-2 5-Y R Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.07ac = 0.0 % = USER 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 = 0.43 cfs = 1 min = 86 = 0ft Total Volume = 1,587 cuft 0.5 0.4 co 0.3 c) a 0.2 0.1 0.0 0 20-SCS Runoff - 25 Yr - Qp = 0.43 cfs 10 15 20 I 5 Time (hrs) Hyd. 20 Vol Hyd. 20 100 90 80 70 60 50 40 30 20 10 0 25 ai E 0 Hydrograph Plot English Hyd. No, 21 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 19 Peak discharge = 10.08 cfs Time interval = 1 min 2nd inflow hyd. No. = 20 Total Volume = 3S,423 cuft 15 21 - Combine - 25 Yr - Qp = 10.08 cfs 10 cf 5 0 0 5 10 15 Time (hrs) Hyd. 19 / Hyd. 20 Hyd. 21 / Vol Hyd. 21 20 100 90 — 80 — 70 — 60 — 50 40 — 30 — 20 — 10 0 25 0 E 0 Hydrograph Plot English Hyd. No. 22 C K-7 08 -PO ST --C I-10-25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.13 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 0.86 cfs Time interval = 1 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Time (hrs) Hyd. 22 / Vol Hyd. 22 Total Volume = 3,280 cuff Hydrograph Plot English Hyd. No. 23 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 21 Peak discharge = 10.93 cfs Time interval = 1 min 2nd inflow hyd. No. = 22 Total Volume = 41,702 cult 23 - Combine - 25 Yr - Qp = 10.93 cfs 5 10 15 20 Time (hrs) Hyd. 21 / Hyd. 22 / Hyd. 23 / Vol Hyd. 23 Hydrograph Plot English Hyd, No. 24 CK-708-POST-BP- Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 1--25-YR = SCS Runoff = 25 yrs = 0.07 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 0.44 cfs Time interval = 1 min Curve number = 88 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 1,647 cuft 0. 0. u) 0. a 0. 0. 0. 24-SCS Runoff -25Yr-Qp= 0.44 cfs J 4 3 2 1 L................. .............. 0 0 5 10 15 20 Time (hrs) Hyd. 24 / Vol Hyd. 24 100 90 80 X70 60 50 40 30 20 10 0 25 w E Q Hydrograph Plot English Hyd. No. 25 CK-708-POST-BP-2--25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.10 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 0.63 cfs Time interval = 1 min Curve number = 87 Hydraulic length = 0 ft Time of conc. (Tc) = 6 min Distribution = Type Ill Shape factor = 300 Total Volume = 2,310 euft V 0. 0. 0. 0. 0. 25 - SCS Runoff - 25 Yr - Qp = 0.63 cfs V 6 _ 4- 2 0 5 10 15 20 Time (hrs) Hyd. 25 Vol Hyd. 25 0 25 100 90 80 70 60 50 40 30 20 10 a) E 0 Hydrograph Plot English Hyd. No. 26 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 24 Peak discharge = 1.07 cfs Time interval = 1 min 2nd inflow hyd. No. = 25 Total Volume = 3,957 cult a 1. 1 0. 0. 26 - Combine - 25 Yr - Qp = 1.07 cfs 17) 5 0 5 10 15 Time (hrs) Hyd. 24 / Hyd. 25 ? Hyd. 26 / Vol Hyd. 26 20 100 90 80 70 60 50 40 30 20 10 0 25 Hydrograph Plot English Hyd. No. 27 Hydrograph type = Reservoir Storm frequency = 25 yrs inflow hyd. No. = 23 Max. Elevation = 7.30 ft Peak discharge Time interval Reservoir name Max. Storage = 5.26 cfs = 1 min = CK-708 = 17,443 cuft Storage Indication method used_ Time (hrs) Hyd. 27 / Vol Hyd. 27 Total Volume = 31,370 cult Hydrograph Plot English Hyd. No. 27 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 25 yrs = 23 = 7.30 ft Peak discharge Time interval Reservoir name Max. Storage = 5.26 cfs = 1 min = CK-708 = 17,443 cuft Storage Indication method used. Total Volume 31,370 cuft 7. 7. zit 7. 1 6. 6. 5. 27 - Reservoir - 25 Yr - Max. El. = 7.30 ft '-� C r' 37 C 1 L 2 30 5 10 15 — 20 7:9 Time (hrs) 100 90 80 70 60 50 40 30 20 10 0 Hydrograph Plot English Hyd. No. 28 CK-708-POST-E-2--25-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 0.47 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 = 2.82 cfs = 1 min = 84 =Oft Total Volume = 10,260 cuft 3. 2. 0. 0. 28 - SCS Runoff - 25 Yr - Qp = 2.82 cfs i 0 5 10 15 20 25 Time (hrs) / Hyd. 28 / Vol Hyd. 28 100 90 80 70 60 50 40 30 20 10 0 a) E 0 Hydrograph Plot English Hyd. No. 29 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 26 Peak discharge = 3.89 cfs Time interval = 1 min 2nd inflow hyd. No. = 28 Total Volume = 14,217 cuft 29 - Combine - 25 Yr - Qp = 3.89 cfs 4 3 2 1 Do 10 5 15 20 25 Time (hrs) Hyd. 26 / Hyd. 28 / Hyd. 29 / Vol Hyd. 29 100 90 80 70 60 50 40 30 20 10 0 a a, E 0 Hydrograph Plot English Hyd. No. 30 Hydrograph type = Combine Storm frequency = 25 yrs 1st inflow hyd. No. = 27 Peak discharge = 8.27 cfs Time interval = 1 min 2nd inflow hyd. No. = 29 Total Volume = 45,587 cuft 8 4 2 5 10 15 20 Time (hrs) Hyd. 27 / Hyd. 29 / Hyd. 30 / Vol Hyd. 30 UNDERGROUND DETENTION CALCULATIONS Reservoir Report Page 1 Reservoir No. 1 - CK-708 Pond Data Pipe diameter Stage 1 Storage Table Stage ft 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Elevation ft 5.75 5.95 6.15 6.35 6.55 6.75 6.95 7.15 7.35 7.55 7.75 Pipe length Pt sroasE Contour area Incr. Storage sqft cuft 00 00 00 00 00 00 00 00 00 00 00 Culvert 1 Orifice Structure L 2stgtG [A] Rise in Span in No. Barrels Invert EL ft Length ft = 0.0 Slope % = 0.00 N -Value = .013 Orf, Coeff. = 0.60 Multi -Stage = [C] [D] 0.0 0.0 0.0 0.0 0 0 5.7D 0.00 0.00 0.0 0.0 0.0 0.01 0.00 0.00 .013 .000 .000 0.60 0.00 0.00 No No No 0 1,102 1,916 2,297 2,548 2,709 2,640 2,543 2,288 1,903 1,085 Invert elevation Total storage cuft 0 1,102 3,017 5,314 7,862 10,571 13,211 15,754 18,042 Weir Structures Crest Len ft Crest El. ft Weir Coeff. Eqn. Exp. Multi -Stage English [A] [B] [C] [D] = 0.00 = 0.00 = 0.00 = 0.00 = No Taitwater Elevation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No No No t � fku T c..,.P Stage / Storage 1 Discharge Table Stage Storage Elevation Clv A Clv B ft cuft ft cfs cfs 0.00 0 5.75 0.00 0.00 0.02 110 5.77 0.00 0.00 0.04 220 5.79 0.00 0.00 0.06 331 5.81 0.00 0.00 0.08 441 5.83 0.00 0.00 0.10 551 5.85 0.00 0.00 0.12 661 5.87 0.00 0.00 0.14 771 5.89 0.00 0.00 0.16 881 5.91 0.00 0.00 0.18 992 5.93 0.00 0.00 0.20 1,102 5.95 0.00 0.00 Clv C cfs Note: All outflows have been anayzed under inlet and outlet control Clv D Wr A Wr B cfs cfs cfs Wr C cfs Wr D Discharge cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Continues on next page... CK-708 Stage I Storage I Discharge Table Page 2 Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.22 1,293 5.97 0.00 0.00 0.24 1,485 5.99 0.00 0.00 0.26 1,676 6.01 0.00 0.00 0.28 1,868 6.03 0.00 0.00 0.30 2,060 6.05 0.00 0.00 0.32 2,251 6.07 0.00 0.00 0.34 2,443 6.09 0.00 0.00 0.36 2,634 6.11 0.00 0.00 0.38 2,826 6.13 0.00 0.00 0.40 3,017 6.15 0.00 0.00 0.42 3,247 6.17 0.00 0.00 0.44 3,477 6.19 0.00 0.00 0.46 3,706 6.21 0.00 0.00 0.48 3,936 6.23 0.00 0.00 0.50 4,166 6.25 0.00 0.00 0.52 4,396 6.27 0.00 0.00 0.54 4,625 6.29 0.00 0.00 0.56 4,855 6.31 0.00 0.00 0.58 5,085 6.33 0.00 0.00 0.60 5,314 6.35 0.00 0.00 0.62 5,569 6.37 0.00 0.00 0.64 5,824 6.39 0.00 0.00 0.66 6,079 6.41 0.00 0.00 0.68 6,334 6.43 0.00 0.00 0.70 6,588 6.45 0.00 0.00 0.72 6,843 6.47 0.00 0.00 0.74 7,098 6.49 0.00 0.00 0.76 7,353 6.51 0.00 0.00 0.78 7,608 6.53 0.00 0.00 0.80 7,862 6.55 0.00 0.00 0.82 8,133 6.57 0.00 0.00 0.84 8,404 6.59 0.00 0.00 0.86 8,675 6.61 0.00 0.00 0.88 8,946 6.63 0.00 0.00 0.90 9,217 6.65 0.00 0.00 0.92 9,488 6.67 0.00 0.00 0.94 9,759 6.69 0.00 0.00 0.96 10,029 6.71 0.00 0.00 0.98 10,300 6.73 0.00 0.00 1,00 10,571 6.75 0.06 0.76 1.02 10,835 6.77 0.08 1.09 1.04 11,099 6.79 0.10 1.37 1.06 11,363 6.81 0.12 1.61 1.08 11,627 6.83 0.13 1.83 1.10 11,891 6.85 0.15 2.04 1.12 12,155 6.87 0.16 2.23 1.14 12,419 6.89 0.17 2.42 1.16 12,683 6.91 0.18 2.62 1.18 12,947 6.93 0.19 2.79 1.20 13,211 6.95 0.20 2.95 1.22 13,465 6.97 0.21 3.13 1.24 13,720 6.99 0.21 3.27 1.26 13,974 7.01 0.22 3.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 1.18 1.47 1.73 1.96 2.18 2.39 2.58 2.80 2.98 3.15 3.33 3.49 3.65 Continues on next page... CK-708 Stage I Storage / Discharge Table Page 3 Stage Storage Elevation Civ A Civ B Clv C Clv O Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs efs cfs cfs cfs efs cfs cfs 1.28 14,228 7.03 0.23 3.57 1.30 14,482 7.05 0.24 3.70 1.32 14,737 7.07 0.24 3.82 1.34 14,991 7.09 0.25 3.93 1.36 15,245 7.11 0.26 4.04 1.38 15,500 7.13 0.27 4.15 1.40 15,754 7.15 0.27 4.25 1.42 15,983 7.17 0.28 4.35 1.44 16,211 7.19 0.28 4.45 1.46 16,440 7.21 0.29 4.54 1.48 16,669 7.23 0.30 4.64 1.50 16,898 7.25 0.30 4.73 1.52 17,127 7.27 0.31 4.82 1.54 17,355 7.29 0.31 4.91 1.56 17,584 7.31 0.32 4.99 1.58 17,813 7.33 0.33 5.08 1.60 18,042 7.35 0.33 5.16 1.62 18,232 7.37 0.34 5.24 1.64 18,422 7.39 0.34 5.33 1.66 18,613 7.41 0.35 5.41 1.68 18,803 7.43 0.35 5.48 1.70 18,993 7.45 0.36 5.56 1.72 19,183 7.47 0.36 5.64 1.74 19,374 7.49 0.37 5.71 1.76 19,564 7.51 0.37 5.79 1.78 19,754 7.53 0.38 5.86 1.80 19,945 7.55 0.38 5.94 1.82 20,053 7.57 0.39 6.01 1.84 20,162 7.59 0.39 6.08 1.86 20,270 7.61 0.39 6.15 1.88 20,379 7.63 0.40 6.22 1.90 20,487 7.65 0.40 6.29 1.92 20,596 7.67 0.41 6.36 1.94 20,704 7.69 0.41 6.42 1.96 20,813 7.71 0.42 6.49 1.98 20,921 7.73 0.42 6.56 2.00 21,030 7.75 0.42 6.62 ...End 3.80 3.94 4.07 4.19 4.30 4.41 4.52 4.63 4.73 4.83 4.93 5.03 5.13 5.22 5.31 5.40 5.49 5.58 5.67 5.75 5.84 5.92 6.00 6.08 6.16 6.24 6.32 6.39 6.47 6.54 6.62 6.69 6.76 6.83 6.91 6.98 7.04 "ri)(46E 1t) Re)c-\L • C) t t� C Z 2." 2r z, 2' z-i Z egg, = tc 3rd' - 33/5 Li 3 / C� C 3 Z z zZ �' 3315 2te 420i 1..f vF- 4 DIA e ���. -.1.-1C Q(10oj5-da(Ycin 5. -4) d,4 Q �► �� f 1 03i in 3n •ar-A d 3'1 11 r Nt �° QC, ‘O 'S 1Z$ •: 104 9V-11dn r :; $(L. cs0tctrt0E2 c ibt'£t 141 (es an wall?) z SOS 'bS S. QaS to �� � ZZ 5L. S t in Existing 18" RCP Under Butler Avenue Calculations SAGIS Map Viewer 1/17/2023, 8:55:40 AM Contour 1ft INDEX "` INTERMEDIATE SUPPLEMENTARY DEPRESSION Property Boundaries (Parcels) 1:1,128 0 0.01 0,01 9 I, 0 0.01 0.03 0.03 mi I 0.05 km Esri Community Maps Contributors, Savannah Area GIS, ' OpenStreelMap, Microsoft. Esri, HERE, Garmin, SafeGraph, GeoTechnologies, Inc, MET, NASA, USGS,EPA, NPS, US Census Bureau, USDA, SAGIS SAGIS Esri Community Maps Contributors, Savannah Area GIS, G OpenStreetMap, Microsoft, Esri, HERE, Gamein, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA. NPS, US Census Bureau, 1 Project: New GPW IDF: Sample.idf 1 hyd's 01-17-2023 Hydrograph Summary Report Page 1 Hy d. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 6.64 1 726 25,656 25 --_- ---- --- CK 708 EXTG 1825 Proj. file: New,GPW IDF file: Sample.idf Run date: 01-17-2023 Hydrograph Plot English Hyd. No. I CK 708 EXTG 18 25 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 1.00 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor = 6.64 cfs = 1 min = 93 = 0ft = 6 min = Type Ill = 300 Total Volume = 25,656 cuft v a 8 6 4 2 - SCS Runoff -25Yr-Qp=6.64cis 0 0 15 5 10 Time (hrs) / Hyd. 1 20 25 Worksheet for 708 EXT'G 18" RCP Project. Description Friction Method Solve For input Data Roughness Coefficient Channel Slope Normal Depth Diameter Manning Formula Discharge 0.013 0.11000 % 18.00 in 18.00 in Results Discharge 3.48 ft'/ Flow Area 1.77 ft2 Wetted Perimeter 4.71 ft Hydraulic Radius 4.50 in Top Width 0.00 ft Critical Depth 0.71 ft Percent Full 100.0 % Critical Slope 0.00526 ft/ft Velocity 1.97 ft/s_ Velocity Head 0.06 ft Specific Energy 1.56 ft Froude Number 0.00 Maximum Discharge 3.75 ft'is Discharge Full 3.48 ft$!s Slope Full 0.00110 ftlit Flow Type SubCritical GVF input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Head loss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) (08.11.01.03] 1/17/2023 8:44:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 December 8, 2021 Chris Koncul Construction, I,LC P.O. Box 13921 Savannah, GA 2500 Tremont Road - Savannah, Georgia 31405 912_,234.0696 • www.whitakerlab.net Attention: Chris Koncul { "hris.koric ill1-koncall!onsiruction.coin 912-695-8925 Referencing: I Iydraulic Conductivity Testing Services for 708 Butler Avenue Tvbce island, GA Report No.: 12-08-21-8 Dear Mr. Koncul, As requested, 'Whitaker personnel performed hydraulic leading testing utilizing an Aardvark Permeameter at one location on the above referenced site. Please see the attached plan for referencing the test location denoted as P1. Hydraulic loading testing was performed 18-24 inches below the existing ground surface elevation. We have attached the Aardvark Permeameter data sheet for your information and review. In addition, continuous sampling was performed within an offset auger boring at the test location. Soil mottling was performe=d on the soil samples collected for seasonal high groundwater determination. The below chart provides a general overview of our findings: Test Location PI 1 See Plan Test r]cpit Soil Design Apparent (inches *BGS) Description Loading Groundwater at test depth Rate (feet • BGS) 18-24 *BGS = Below Ground Surface **gallons per day per square foot Sand (44,gds0 57.58 6 Seasonal High Groundwater (feet *BGS) 4.5 708 !loner Ave.. Tyboe IsLwd. c;A Hydrau it Low Tcsting Drccrabcr rk, 2021 PSrc 2 of 2 It is a pleasure to provide our services to you and we look forward to further opportunities to assist you on this and other projects. Respectfully submitted, WHITAKER LABORATORY, INC. 6.A Blake Jones, P.E. Project Engineer Roy Pierce, P.E. Project Engineer Attachments Site Vicinity Map Location Plan Aardvark Data Sheet(s) 0 r' r ' ATEjRICaa,T t.ai u.A -I- 13or►nq Locaioi plan 706 t i er Averue Ira ee 15!a d: C -h th&rn Cana. , .riea -gla oth Street p4 r1.7t7l;sit 1 f!/-i/I ,0y1 /? 7/,'), i • "� 7 Oa3Ltler hew Tglee �, Cdr, Cart -JA, £ r. qta Percolation or Ksat Rates using Aardvark Soil Pertneanieter Perc Rate: rrtin/in Ksat: in/hr ILR: gdsf Date: 8 -Dec -21 Operator: Roy Pierce Soil Series: Diameter of H ole(in): 3.5 Bo ring Conversi on Factor (BCF),: 1.55[ Boring Co nversio n Factor IBCF) = 5.06 for Aardvark Reservoir/((rad+us)squared) BCF of 4 in auger is 4,25 in diameter boring = 1 BCF of 3.25 in auger is 3.5 in di ameter boring = 1 .65 BCF of a 2.5 in auger :s 2.75 in diameter boring = 2.86 Head Conve sion Factor (HCU) = Water Column HI inches /6 inches , or Htcrnfl5crn Exampte s 3 Sin boring willh 7 in water column in boring, 0 5 in head drop over 45 minutes rn a skructureded clay loam soil trine TO Timex rkr>;�o ?,tr3C ilcr'rc 2400 tours Elapsed 1+ 1 (ti+1)•ti dt Hours Reservoir ReservairjReservoir Percolation sad Readiria..t R4adirig. Change Rat e Orlin/in) dtr60 inthl h r+I {h+1) -h dt/dh dh inilia next TT min initial r in next 8 LU 8. 45 45 0. 75 14.5 rr1 14 in Soil Horizon: Water Column Height (in): EPA Design L oading Rate = K sar14. Site: 708 Butler Avenue - Tybee Island, GA Boring Number: Boring Depth (in) : 13.24 Head Conversion Factor (lICE): 1 96 '(sarety fact or of 0.04 to 0.5 system dependent) FV lue (Radc'Ifte and West. 2000.1 1.00 Perc mindin to Ksat in' Borehole dl for Te ire 3 .5 in 4.0 in 4,5 in Sands Si Un BC lured loins ard clays 0.107 0.082 truclured barns and clays 0 .048 P inrin HCF Percolati on Fvalue Rate from table Adjusted 0 .124 0.096 0,057 0.141 0 .11 0.065 Ksat rDesi p L oading, = RAM) Rate gdsf HCF)18CF Adj P mi nlr n Inlhr. vnth a 0.10 w►_ Safety Facto of Ksat 05 90 1 .65 , 1.17 1 : -0 1: 03 1. 03 106 1. 06 1. 09 1. 09 1:12 1 15 1:18 1:f2 0.05 78.7 3 0.05 16.7 3 x0:05 t 16 3 0.05 I 16 7 1:15 3 0.05 f 6.7 .1 18 1.21-' 0. 05 16.7 0.05 16,7 0.05 /6 7 0.05 1:21, 1:24 1.27 3 1'24 64 0 .082 0.08 5 8 10 .9 0 275229358 "1 65 1 00 0.2 5-8 10 9 0.275229358 `.65 1 001 0.2 5.8 10.9 0.27522935#3 +.65 1 .00 5.8 10.9 0.275229358 1.65 1 .00 5 8 10 .9 0.275229358' 1 .65 1.00 5.8 10 9 0.275229358 1.65T 1.00 5.8 10.9 -0.275229358 1.65 1.00 5.8 10 9 6.275229358TM�1. 5 1.00 0.2 0.2 gdsf 0 12 107 38,48 57.58 0.107 38 .49 57 .58 0.107 0.107 0.107 38 .49 38,49 57.58 57.58 57,58 0,2 38.49 0.2 0.107 38.49 0.2 0.107 38.49 0.2 57.58 57.58 16.7 5.8 10.9 0.275229358 1 .65 1.00 0.107 38.4 0 107 0.2 STEADY STATE ARITHMETIC AVERAG E (last 4 re adings) Peden Description Depth Horizon Colo r Textu re Structure Horizon Notes 0 - 4" 72' Organic Sa nd wl Debris (Brick, Stoner. etc.) Sand 0.2 38.49 57,58 57.58 38.49 57.58] User is rospo nsrbffi for conflrm..19 oil Stand Ope ra tion .Pro. edures far Muir area and type of stud Aardvark Sya!errrs ri ratk,ne1, LLC or tbirdpaarlics do not assume any resporrs x 'ty for misuse of rdevites or spre adsheets or calcarobens Site Notes: eft5tpcf. f -{Z4, 31V/ (7 / ///j3I 2451 3 ttoso 9 2t► x 11Ztf 121150 t 3, Soi'' 141oSk & (c>• atifk )(f -r ., 10. r� -�- %Q me cep S .5 (2161.115 . �� (141054 SF So4 sF 14g 2.1"5 A. sea. Pe9-c- i Worksheet for Circular Pipe - Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter ResuitS Manning Form la Discharge 0.010 0.00001 ffift. 1-csin 15 80 in - CIANEILT Discharge 0.31 ft Flow Area 1.36 ft2 Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical GVF Input Data 4.14 ft 3.95 in 0.00 ft 0.21 ft 100.0 % 0.00323 €tt'ft 0.22 ftls 0.00 ft 1.32 ft 0.00 0.33 ft9fs 0.31 ft'fs 0.00001 €tlft Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Bentley FlowMaster V8I (SELECTseries 1) [08.11.01.03] 2/2112023 8:55:39 ABM 27 Siemons Company Drive Suite 200 W Watertown, GT 06795 USA +1-203-755-1666 Page 1 of 2 W4 TEJ? QUALITY CAL UCLA TIONS Cosnrat St armwater Suppletr ent Situ PlaniilnDesign Warkchort Revise -ft Docornt.ir 2013 Site D.sto Beta NnrnP: Sto p 1: Ent9r Sdtn Irifo rtnataon P1F{0,Y05? tMIAMI Co-fo r(ac n*J ?T4 + rsti:Yly4 1rC alV. , t 1 ”n ", 7015 BUTLER _ q'__ o• ca c. T s w3 =,: .ols X10. F G:i•s Mlri C Ushl . HS`;i b atdte Tashi atO C ..fr T0141 ra&i 6.hK8f9PNfA Litld Crum fawn._ ls ntl C'rryr.T9Pa [rfr'3u G ScAs MSG rl Soli Nits C chill -N- Q 4nq ,;,4011111/4-- ...43100:7 2:7 :• ,.3-31;aa-:.. E.rrf ic. Ha r :=.. �- :x.,. -«•a T: atFuWrf::•Max'•t `iY."ia'3ilv';i'1 RA:i 1;a.Kn 11.'4. 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Cw.r 'Me,.ar.M.— M .*t.. •a.eW Y•O .p y 144 4, 2,2 2.22022. 2. .l.,wrrl'l+p'w 'h ruwoe MAW t ri is _ _._ ... 444 44 4t 1t i•C W *4 eY ft 44 44 4,4 St. -7 112 44 1* !. .e. ti Ott 44 •t i4 .1. .. .. a3 49 if �. 99 ie '-' vd1 r *4 i 4444 U t4 94 111 Coastal Stormwater Suppleml�nt Si Revised December 2013 Starrnwater Runoff Reduction Summary Pla nning & D esign Worksheet TaAlta Fturnel ssatctixn arttl Tram ,( ', _Iurra . Ilk? iC uisk_ hit)4,1E4)] T.: ii «dj.. meal Ia�l3 unwtl Ft ..1,;Is ; 7dli r.i nity fx utsat raid 4.103 Nrr:eirr av wt l n tit Runrrtt s 6M-ClIc.n iklur ak Atiiiern+d 140 %1 Fkunali ho diglitni '. '»ne on» si n)! LFO ,9 lnlum 1Lum:AtnoluctlaoVolum R441LIt af-nintt in (::ut,: livid C' • ;i•7 X W6. 7 ., TeX: 11r f OA 4)110 mSrtY+eUM Yeetnt ;{1t ,1Li lomi ScYe It ix►r at Ih _ ott :17.11 rarlr:ttr 1t:: irr :airrit 1>e rf*su * a- t! r '3nsrlcontrr. ;rv. e a tC' 1„ 1N durrotaent1 to at .t ist :ills. ,1 s'o�,1 ti e Irl MW/44 a '4lioalra l :PIMP rr env!? 51;4-rms ') r ra -zle"ictlil pr$:^ktw liklt rmoio: roe .at 4Mi ,:111i'U ' to. err: nrrl.clasg r SS t:4'c tied 12i r4ii,iau nl°`.*Jtr1 . '.1 :7 :3:'(ii ;, 4+311 M ttkt' "1Ycrri;ti icer,rt :fa rt+. t Trip 2":71e.. .!, i11-2 Ar. lcv.r4 jc��c tet' .�1.._ 4,100 Trailtr,- M V14:,%nit, kkoritinUll lcvnl: ra+{'-.'IJ - 1 Tramlr rarit Votano FStsIuiWrrrtntsr " r:�sCfirit,42W94/0. '0~4 4 1,40.t reel 4 144 e14,s.ro,.:s+;l.ruvn 4401.44.40 r,4* 'so l�✓MI tllpt!4 t. 1Orte s/ 1b Nr0 PIPE SIZE CALCULATIONS Worksheet for CK-708-PI. P2 -100Y1 Project Description Friction Method Solve For Input Data Mannino rutrnt3 Ttoughnreps Coerircelt 1/01:4 (;harmed Slone 0.x}00 qt Dame's- 30.00 in . o:chazrge 18.16 tt/ta ----- 1 OCI Lfg n8sutts Normal Depth Flow Area 4.28 ft' WctlydPert'r*eler 5.60 h HydraulicRsdius 5.13 m Tcp 4Ytuth 1.5ey r Critical Depth 1 44 fs Prr cent FLIT 81.1 % Critical Slope 0.03489 ftt`0 Velocity 4.26 ft;h VororCy Head 0 28 ry Fr�c4i Enc.-rr 2,31 rt Fro;sde Number 0 tit 111sxrmurn Discharge 12.73 !Pis I ,t .� Di ::barge Full 18,34 ft°15 Slop Full 0.00196 fvft flow Type &ICCre>cal GVF Input Data 0mm:ircam Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile t+se;tdhss Avaraga End Depth Over Rise Normal Death Oyer Risen Downstream Vencrty 0.40 :n 0,C0 ii 0 0.CO on 0.00 R 000 % 81.018 %. Ir41 ity l't/s Bone*? Systems, Inc. 8p 1ltrr FlowMaster val t5€L€CT' pnes I) 108.11.01.021 :1Sr2t1l 9:24,11 AM 27 Slemons C mpe.ny Coma SuXe 200 W WUlOflgwn. CT 06795 USA •1.204-755•1646 Pogo 1 of 2 Vorksheet for CK-7OB-PI. P2-IAOYR `JF Cutout Data ,Yotr€ m VRlaraty •crmal Death nca1 Dcrfh CfrennE4 Slone Grlle. '' SIc.'at Ift1MO ttrr 24.32 in 1.44 ft 0.20000 % 0.00489 Wit — System", toe. 84,01try t•twaMtzsrr Vat SELECPeorote1$ 10e.11.01.OA 5:1fit2O22 9.:2421 AM 27 Siomorn Cantonny Orne Suite ZOO W Watertown, CT 067% USIA *1-2.0455.1 tart, Page 2 of 2 G' '?'%.T4 National Flood Hazard Layer FIRMette FEMA Legend Feet 2,000 0 250 5011 l3oSlf}},f1 31 .s i tr. : • �4 ODO 1.54;+3 1:6,000 .d,0•• •+ .. r',env r,,ra.,,r,r t1,,.. n.•M. n...r,.ww,. h,+ ..,r'..wr..,e n.r.aInset 51.1.1.1::11.K 477 Olt) Atiti i\racx %US• fit: f:iH%i i•A+Et L3tv,:S If Without flay:, Ftwd D oe :lam HIFEf SPECIAL FLO OD HAZARD AREAS OTHER AREAS OF FLOOD HAZARD With S E at Rectal .4, .iq.a,.' Roj tataty Fya od/ray 03 A nnuli Cho -ice road Harare. Arens of 1 d,r ntire c hance 'Maori hiltt artryey ilopit$ keus Marro r++1+r to ar with drai nage great of teui 0 --or o re sq uare mite : 'c... . - r tare C. ndkiC+t,r 1r.0 A•tnrrni Chance Flood }Ltiartit : t Arta Mith Rlr¢tractd fl ood R d .e to Levcc . Soo Nc'trn .:: ; - Arse min Firod MO( C Lo IL Lewitt.:,. rr7dstetre Ai o ti ?doom s sirgoti.iritrit Efrrr<tht, tt7M1FRs OTHER AREAS I Area of Lttah.:rrhnracd flood Hazard GENERAL - — - - Chao no',Cavort. a(St orm Swett r STRUCTLL!ES 1 i t till Le ven, Dlrn. a Fle a?nsli Crow; Soc:o ns i. h 1°, Ar,ui.r c't.,ncc Water 5urfanr t;te.viltort Co trstal Transact Wu, fl o-.a Bc. afionIti t, ) Ltnill at Stvci'y Jurlsdicftun Bor. ndhty -- ^— CaascdaTra nsnel RI•uf+te "ICR • — PaotltC &netno FEATURES f+ydroys ii oIc FtlrurC MA P PANELS C? DKitatt li•ala Mat atilt No Digital Data hen lolly Warm tid ed The On dist:Abort on Me map is an app rcaituSltt pdtY iNOCted try tan nuir ring dxs fiat rtpolk o t art miceror:rAt}e: prnlartY R1:.ht Uri . the map oc aTplies i.ith toEfAA's s1Or.1,rds tar tt14 sgi4F pt daplal food naps yf it tt ntl . void as des on d aetau. 1r t bs.cntap Lawn c ortionco vi•Lr Fi;i1A's br¢e-+ vtp itcc uracy era ctardl true e' ood hazard lraicrrrrurh on rs domed dtrhtttt }font !ti ut-:ntaty.c `OFHL n obT.aria:t+s praridCrl ty FENIA. Tittt i p w.asocpa•to or ; .R ;, •t :t,At.' and does n o: tirlseat thanga, 01 a matVtrni,nrs s .:bugir 'et t to Ihlsi dale a nd tune, Ttttt NFH1. ant cff ocl..ro i lama ic•: rr mat chA 1 a or r ecamr t(eporsedcd by tu rn cyst. ai ry itane . Tats map ,mdga is veld -f tree WW1 a, mote cd the toIoMrIg n•.rp ele,• 'ant6 do not appear . bast, mop nTielg ry. nac 's wear 1Zbrn legend * rani tore map Cteontat daft Dornn+untty Odeon' eit FItt M po ne Dianbai . a nd FIRM effott n-c clot. gap images, for Ilnmosand and ttn+r;.temtiet Mani Cdtan 01 bat tact for reg,latpry ptep7 ttts - Sz1a Kaur-0ryeri real a /bun c .suits. Ge rgia L. Se Pi sumo s t.w 1 514230 VAIZ KVSC*:1:0 743vi:n cnAftrt1'KsS)deet is B) 370 ors) Prs r p tOrean: Vito M a+' -akr Qmv t r,* claeertx s: 'N aS1 Ect a tics: OH Z:rx. t 7T114 i i t Na tural Resources idol Conserva tion Servla e Vint) Soil Survey !3&Uttnst Cooporalh'e Soli Surrey :14110: ;'577) '24/2022 Page 1 of 3 cl ):` 0:1'h. Sof Map --Bryan a nd Chatham Counties Ge orgia MAP LEGEND M AP INFORMATION Area of Intaoct (AOII Area of Inarust (A01; so* w .t S ot ).tats l,4•it P am pas Sari ktep Unit Lines Sat Map Unit PoOn t Special Pa'+et Fexlum e U Oivaout Sorrow Fit Clfq' Spo 1 Closed Depre secr: Cs;aroliPei Gra lety Spo t ;;;‘ V 7_anuril A. L6711 I kqe ©nofsprour d tirarsn ear r.xde ll A78rlrel Prrcr!aerrtry Mier or Ouorry Miscellt+u nlwb W4r}}r C;. P&-'areaeIWeser Nods Ouir op Salim SSaa1 Sand) SDat Sc.ur[!y Free d Spot �.isFv�ora Side or Ste S r3ic Sox Natura lRnsources .more Conserv alion Sorvtcoe TranFportetron t{yts ..r t nierr.toM Minims US flo.nes Ma ar Reerit. Loc al Roads • Soon Area Stony Spot Vary filmy Spot Wet Spot OS ar Se er-ul >.ne Feat:+ns tn r.:ni yurvoys ir, at com pris e ycur AO1 vr?re rnappt d at 23,000. %Yarning: Soil Map may rill be ward at this sc.,zlo, Enlargement of m ei. beyond the scale ce rrrappi ng can cause nlisurxierstancng of the delall of rappi ng and accuracy of soil line pleoernent. The maps do not slow the sm all arras of co ntrasti ng safe that could hav e been shame al a more d eta.axt scab! Water Featur es str eama,re Centre Please rely on rite b ar 1.4.. . -ale on each map shoe:' fe+ map measurements Source of Map: Natural Rescuross Cons erv atian Sern ce %A'eb Soil Sw' ey UAL: Co ordinate %fare: Web Mercator iEDSG-3857} Map's from th e Web Sat Survey are based on me Web Merc ator pea xibn. which preserves dir ection and shape but dlsl orts distance and area. A projeclien that preserves area, such as the Albers equal .artta conic prole cton shorutd be used if more accurate calwietions r f dstureo or argils are requ .rt d. They product is generated from the USDA•NRCS cerr;`red data as of the .arson dates} i tled bntcw, S oil Survey Area' Bryan Eerie Chatham Cata)es, Georgia S urrey Ar ea Data; Vernon 16, Aug 31, 2021 Sol n ine u nds are labeled ( as space allows) for map s tales 1:50.OGO Or larg er. Dale(s) aerial Images 'i were pttcrOrrapb ed. Jan 4. 2021 --Feb 21. 2E121 The ortitphoto or ether base map on which Me s ail limes were compted and digitiz ed probably rilffers from the backgr ound Imagery displayed on thew maps . As a result, Sor tie minor r.,hift.ng of map unn, bound aries. may be evident. Web Soil Survey National Crone aPee Soil Survey 5'2412022 Page 2of3 Sat Matk--& t and Chatham Counties. Georgia Map Unit Legend Map Unit Symbol Map Unit Warne Cuc 041E1 -Urban lend odrnpinx Totals for Aran of Interest Acres In AO! Percent of AOl 5.6 IOU 0% 5.6 700.0% I� tkt Natural Resources Web Soil Strvrey 4'6 Conservation Service National C.otr;x_•s7tim Sat Survey 51240022 Peale 3 of 3 • Cliatpter 2 i timatill j Runoff T itiiatt Fieit 5 Table 2.2a %toff eurw numbers for urbau arraN I asawao l:rtc:arr for Small WntcrstiNti. i'nvrr type and hydrttlogir (orntiliicnt Fetch developed i,,i in n'h;!s (teil,ci'tation established) tirvr numbers fur Corer sltxcription hydrologic soil group - -- "cvenute percent iii a vir►trs ar mi i' LI ()KIt spite' (LAYCIVS_ patrks, golf courses, ct'ttirftrics, etc.)3: Poor condition (grz4 cover ..., radii) - itt8 79 86 Fair condition (gra s cover 51)% to 754,00 ._....— 49 CO 79 Good t-(rn(iition (grass cover 75h;a. .,, .,.......,._........._ , ;Z1 61 74 Inilsrtvre)us arena Paved /Narking kit% roofs, driveways, etc_ (excluding nc+,l7t-of•H':ry1 ,,. StteeiN and roads: Pi vt>tt; curie; ;utd storm s+: v: era (excluding right-oI-wuyi ......._...._...- ,,_.,..._.._......................_.,,. Paved. own ilitc lut-s(inclutling rigid -of -way) ................„_.. (iriroei(including right -of way) ...,..-.., ...... -._............. .•_... -.,. .. Dist (including right-of-way ) .. e .terii desert urban iireas: Natti teal lest r t tan i1.•u api nq 1;picnvirats a xe rc only) _\rtiftviai ctt'st>rt landscaping (inipervusus weed barrier, desert shrub with 1- to ?.-inch swirl or gavel mulch arid Lt;sari border.; i . ... .............._..._...M........ :., ITrlrint district. 6'(>lnriierci;as ant! bi.vdrie :: ......... ... ... ... ............. ................ ... . . • . ,. itic isl) 9v :t-1 (15 litclustri;k1 .... ... ... .... ........_...... 7,y 81 8I 91 93 lit ttiential district% by average lot 'size: leb acne ur ie evs (tows] l _...._..._.._...,...... . #trs 77 '?,'i (ICl ic, .n 72 81 Sil L"? acre ,. ZS 53 70 80y SiT, 4 51 6S 70 tit 2 awes _.._..._.._.... 12 46 6ri : ; ;t2 Developing urban arras Newly graded freas- Q1x'n'icites raves otilr', no et Idle land. (t.tti's are tletenitned using cnvrT types silrtailar to /lime in table. 2-2e), 9$ €i r tt5 98 98 98 89 02 f t 76 45 89 91 72 $2 87 iota fi3 rr Li 4lts 96 96 /it; 77 86 91 94 A%i•rigpinitrffcniiditicitt ;trod t�- 'Ube tncra,ge roan nr itnatervitxu:nreu :-hmtri wars towel todirvnicxi the rn1:111f :tier t:tiK. &Abe: ati.lailliptiiiks:ire as fur owa area% arc- coramerctl i i the elrtina,Kr s3e4iaite an rwn•iiitrs 4.111.'4,5 h211r s ('h of !;ti, :uc<I broil>ir, areas citi• r+irr+i, krrc3 t•+lnwrs>_te:el voce in gtitul hydrologic conirrtltiit. for other combinations of cututilN,es inay bt•,:.rrniMEIN' Icarng figure 2:( or 2-1. :t CPO: i€u nvii are ri>isszknt Ito those or cur tiite. (vinposllc (:N's may be continued for other .•+,tiibitutliitns of open xiiii,•v co --r type_ t r'..0 polite C'.8's for riiiuird desert. l ii e. a lrrg x1'rcitiicl be computed using flgittt••t 2-.1 or 2-1 t un1 nn the irniperviuirs ura p •reentut i r' _ fOOO urid the perr1ncxs MPH ('N. The pervious area (:;,:'is: rr Mssurncd s+giitvtdrs:t r+, dr..ert yluvb in poor hydrologic condition, t'ritniitµ ire CN's to Rise for the design , if temporary me/cones +hiring grading and ecwcilranYitiit a1Xtule1 be computed using figure 2.3 or 2-1 tiaauncl on the degree of devrlctgimeld { .riip ntrittues area percentage) rtru1 Ow (Ns for the newly gyiiikvi ixrrtctu i are•:a:. (21 13 S.t'r:.iui Ed.. June IIIS(In 2-5 Chapter 3 Time or concentration and Travel Time Sheet flow Sheet flow is flow over plant? surfacers. H usually occurs an the headwater of streams. With sheet flow, the friction value (Manning's ni is an effective rough. coefficient that includes the effect of raindrop impact; drag over the plane srnfaecc; obstacles such as litter. crop ridges, and raclts; and erosion and trans- portation of seditnetIt_ These n values are for very shallow flow depths of about (1.1 foot or so. Table 3-i gives M:uminga n values for sheet. flow for various surface conditions, Table 3.1 moramma Ruu /num coetlleira is (Manning's nd for street flow Surface d vsertptten Smontb surfaces f concrete, .asphalt, graver, or hare mil) Fallow (no retitidne)..._... .,. ... ..._..... _.._ Cultivated soils: Residue cover <9i)ee . ............ Residue cover >2(r6....�.._..._.._ Short seas prairid --..__.._........................._ Tense ;pass: lieZnitulsrgr ti . ...... ........_...._..- Rarrgge (natural) Light underbrush ...................., Dense uedelertrrttsh (1,00 0.17 0.16 0.24 0:111 0.13 0.40 0.131) Tit rt valuAre c Hiles tiilt• of information compiled h) Engmmn I l nSti) Iru it ilei, .pre•irx to romping love}& -rigs, hhoecrass, btttfiiia t;roa. Igoe arairsa gore;, Ruti) ttsetivc r% mixtures.. i'lien sekn:ting n csrtriltitw L'U 5t rU .t height of about l). t n ?Rini I, The tAlly lxt of the putt cower thTei well obstruct sb ort 110w Te ctuiienl Urban Ityrirutogv for Small Ware astern. For sheet flow of less than 3(00 fee, use Mannins kinematic solution (Overtop and Meadows 19 76) to CVtnpUtC Td: rTh t).f1ti7( riL} (12/ s. where: (eq. 3-31 '% : travel time (hr), it = tlaimi.ng"s roughness coefficient (table t. flow length (ft) P2 = 2•year, 24 -hour rainfall On) a = slope of hydraulic grade line (land slope, till) This simplified Norio of the Manning's kinematic solo - than is based an the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall dress (that part ref a rain available for runoff), (3) rainfall duration of 2-I hours, anti (4) minor effect of infiltra- tion on travel time. Raint all depth can be obtained from appendix U. Shallow concentrated flow After a maximum of 3(10 feet, sheet flow usually be- comes shallow concentrated flow. The average veloc- ity for this flow can be detennilted from figure ;.f 1, in which average velocity is a function of watercourse slope and type of channel. For slopes less than 0.005 Hill, use equations given in appendix F for figure 3-1. Village can affect the direction of shallow conceit. crated flow. Flow may not always be directly down the watershed slope if tillage runs :tiler..~ the slope. After rietenuining average velocity in figure 3.1, use equation ,3-I to estimate travel time for the shallow concentrated flow segment_ Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs. or where blue lines (indicating streams) appear on United States. Geological Survey (d.1SGS) quadrangle sheets. Manning's equation or water surface profile informa- tion can he used to estimate ave•i igt' flow velocity. Average flow velocity is usually determined for bank- roll elevation. .210 Vi 7ir,'ri. Si•vood Ed. dtmi, 1?(v;) 3-3 Appendix B Synthetic Rainfall Distributions and Rainfall Data Sources The highest peak di chars;c_, hum ,, tattall watersheds in the United States are usually caused by intense, brief rainfalls that may occur as distrrlct events or as parr of a longer storm. "These intense rainstorms do not 'm- ay extended over a large area and intensities vary greatly. One eonntron practice in rainfall.runoff analy- sis is to develop a synthetic rainfall distribution to use at lieu of actual Monti events. This distribution in- cludes maximum rainfall intensities for the selected design (mimetic). arranged in a sequence that is critical for producing peak runoff. Synthetic rainfall distributions The length of the most intense rainfall period contrib- uting to the peak runoff rate is related to the tune of concentration (T,.) for the waterrshed. In a hydrograph created with NtiUS procedures. the duration of rainfall that directly contrabante#s to the peak is alacntt. ITO percent of the T,_ For example, the most intense 8.5 - minute rainfall period would isotttriI. uIe to the peak discharge for a watershed with a T,. eiI'5 minutes. The most intense 8. -hour period would contribute tee the peak for a watershed with a 5i-bour T,.. Different rainfall distributions can be developed for each of these watersheds to emphasize the critical reirrfall duration for the peak discharges. However, to avoid the use of a different set of rainfall intensities for each drainage area size, a set of synthetic rainfall elit ribtitions having "neesteet" rainfall intensities was developed. The set "maximizes" the rainfall intensities by incorporating selected short duration intensities within those needed for longer durations at than sauce probability level. For the size of the drainage areas for which NUC; aa-;ns:aily privides assistance, a storm period Of 2,1 !loans was cits,s .en the synthetic rainfall disuihutions. The 2.1 - hour storm, while lunuer than that needed to deter- mine peaks for these drainage areas. is appropriate for deirrnuining nrnnff vellums. Therefore, a single idorni duration and associated synthet ie ntirt.t rll distribution can he used to represent not only the peak discharges but also the runoff volumes for a range of drainage area sizes. Figure B -I SC-S'?.I-hour rainfall distributions Tium• thou Es} The Iittemusity of rainfall varies c entsidcrabiy during a storm as well as geographic regions. lb n -present v=,iriutus regions of the United States, `vhf's developed faun' synthetic 24 -hour rainfall distributions (L IA. II. and Ill) fn. an available National Weather Service (NWS) durat.lon•frr-€lclency data (Hershfield liltil; Frederick et al.. 19r) or 'cleat storm data. Type IA is the !east intense and type II the most. intense short duration rainfall The four disrlhntions are shown in figure 11-1. and figure .I3-2 shows their approximate, geographic boundaries Types I and 1i re; irc :aenf the Pacific maritally climate with wet winters and ihy :sununers. Type 111 represents Gulf of Mexico and Atlantic coastal areas where tropi- cal storms bring large 24 -hour rainfall ;manilas. Type If represents the rest of the country. For more precise distribution boundaries in a state having more than one type, contact. the NKCS State Conservation Engi- neer. e.21u VI'!i:--V, ;a-eot:el F.i.3 . Jiaw lit34;)) B-1 Figure 11-2 A.pprox1xnate geogrrphze boundaries for N'itf S (SCS) rainfall distributions 111111110111111011111111111 Rainfall data sources This section lists the trrust current 24 -hour rainfall data published by the National Weather Service (N WS) for vari tons parts of the country. Because NWS Techmcaal Paper 10 (TP-40) is out of print, the 2.1 hour rainfall maps for areas o4ast of the 105th meridian are included here as figures 13.,3 through Ei-S. Fur the area generally wept of the 105th meridian, TP-40 has been superseded be NOAA Alias 2, the Pre ipitstian-Free ttenc?y Atlas of the Western United States, published by the National Ocean and Atmospheric Administration, East of 105th meridian Hershfield, Dirt. 1961. Rainfall frequency atlas of the United States for durations from ;30 minutes to 21 hours and return periods from I to 100 years. LS. Dept.. Commerce, Weather Bur. Tech. Pap, No. 40, Washington. 1x:.. 155 p. West of 105th meridian It'll Frederick, and R.,i. Tracey. 197:.1. Precipitation-fre quenev atlas of the Western United State. Vol. 1 Montana; Vol. II, Wyoming; Vol III, Colo- rado; Vol. IV, New Mexico; Vol V, Idaho; Vol, VI, Utah; VII, Nevada; Vol Vllf, Arizona; Vol.. IX, W:tshing- ton: Vol. X, Oregon; VoL XL California U.S. Dept. of - t , 1i1 rtr / ttt Utstelbw eon 0 T7 pt 1 cj .Type IA 17 'type 11 Type tit Commerce. National Weather Scn ce, NOAA Atlas 2. Silver Spring, MD. Alaska Miller, John F. 1963. Probable maximum precipitation <uni rainfall -frequency data firr Alaska for areas to 400 square miles, durations to 24 hours and return periods from 1 to 100 years'. 1..9,5. Dept. of Commerce, Weather Bur. Tech, Pap. No. 47. Washington, Di'. [;:1 p. Hawaii Weather Bureau. 1962. Rainfall -frequency atlas of the Hawaiian Islands for areas to 200 square ntlles, dura- tions to 24 hours and return periods from 1 to 100 years, U.S, Dept. Commerce, Weather stlrer Bur. Tech. Pap. No. 43. Washington, DC. 60 p. Puerto Rico and Virgin Islands 'Weather Bureau. 11161. Generalized 0311111144 --Vi of prob- able maxilluan tpnsc'iiutation anti rainfall -frequency data for Puerto Rico and Virgin Islands for areas to 400 tuaarr miles. durations to 21 hours, anti return periods from 1 to 100 years. LI.S_ Dept. Commerce, Weather Bur. Tech. Pap. No. 42, Washington, DC. 9,1 P, Ed.. Jtuu, t!ts,1f Figure 8-3 2 -year, 24 -hr riinnil ias ff'sdrtriAr rf _4- i u M ttc44 431.1.3 2 YAM rem Y14.3CRNN:%tiat€1 FiRurf- 8.4 %-ycar. 24-huut taluta ingsmosmo I)3 [t"i`d [smut tµ&tt1c)»[k-/Yffia 5'elr 21 -!four Rwttdt ll4rt...) • t 4 9 f1 tr- tfbf.ttt. 11150014:415 4: tr:.R! J f r• 6.7 nar..al nsbn. et+.M.ttMM•+aw �.. ...� . Nveiie tmsr'q„aw.w.I If 56 htNA ArtA► 7 ,Vi/dt'ttMIt AL TCRItarwt:c4 �t P1 af.+ !tor, [.)x r.e. d!*voc+se Year 2.4-ttrwr ti5ilst131 (lafvn) € 4 .� 4.3 25 f ♦ ,,,-1,i---_, t : s f I }I v! ,J—tj' fy .. .,. - f ,In A31 7 t d - - rwasipv An€ YL. id let VYRtbfN .1 /7€4) host}/ bk i i tPri sa • Maws IS,Peao, r.f 1 ;rni, Jt !`?10,V1 -"f'!:-:):. -1q-lltxl i:IL. Jul hive) ti t Figure B.5 !0 -year, 2I -hour rainfall —timmumm grAFET ettr *tots,:ts.iGts tl1,V KOtIta SLIMS 2 M1M5. NCST(R11 S YATe4j f Figure B-6 27)- yt-or, 2 i-1tcuur ruttrali L.P.01I•UPPiT GP A.o71{N._:Urre t 24.111aufAaJ11taA ear,/an) a" P 1S, tort,;o1.ItLsJ trft. .t r 9 -- �r {^ , 'Ned t0 iwua..a.. Apse ROW aa+w.1,4 for ea"a-. tialferbta00, r Z Yew. 24 Hour Ua^alalt xItxO.a) 4N.d eK►tA AT{;AS 2 M1,?* a 41! " W{OrttIOM SCATCL ]3 • 5-knit-Of. rK3Atr:s:t C:.115.5PNVArir.++ 1r11)A:t Inc... (y.. c... r...pyF.... 5 B-1 (2lu-v lthz. fi. erund F4,,.iune tit %) Figure B-? 50 -year, 24 -hour rainfall li wlrlrrrmounll u I. ew.4,tisr, : Cr i .50 Teat 24.1ixr kstnfau (lr4 )nt USE N*AA ATLAS .1 SfYr$!'4tr VI srmrs Figure 8.8 104),ye:u, 2.1fluorrainfall 111 a, f U -11th ro use No/kA MLIS t aewarr nn ®iLi:1Mi STA+T9 St ILeawt ,es> ��� 11YLflµ um, NA dM M., rata ML Y'u'!®LYf•`J•• --- 1gY?'rar 21 new Fr4,i4 I. !turbo) nay... pi.0•►w r'Yx!1a/ attenas+ nt i{?�1 :r COiSln Yr� -� =.t r�::•r .. — ttx.4co+sriw'*al x. S i.214)41-111-&), S, and FrL, Juts 11,05 Georgia Stormwater Management Manual Volume 2 Technical Handbook First Edition August 2001 UNDEFINED AREA Figure 2.1,&.1 USGS Hydrologic Regions in Georgia (Source; USGW. 1994) Volume 2 (Technical Handbook) c ,rose S arrnwutrr rnarlo rnenr mom. ai 2.1-41 (3) Calculate le? for = 72 (Table = 778 (Table 2.1.5-3) la/P = (.778 / 7 92) _ .098 (Note: Use I,jP = .10 to facilitate use of Figure 2.1.5-6. Straight line interpolation could also be used.) (4) Unit discharge q; (100 -year) from Figure 2.1.5-6 - 650 csm/in, q„(1 -year) = 580 csmlin (5) Calculate peak discharge with Fr, = t using equation 2.1.13 Qacu 7 650 (50,40)(4.6)(1) = 234 ifs 2.1.5.9 Hydrograph Generation In addeon to estimating the peak discharge, the SCS method can be used to estimate the entire 'tydrograph from a drainage area. The SCS has developed a Tabular f iydrograprt procedure that can be used to generate the hydrograph for small drainage areas (less than 2,000 acresl. The Tabular Hydrogrape procedure uses unit discharge hydrographs that have been generated for a series of time of concentrations. In addition. SCS has developed hydrograph procedures 10 be used to generate composite flood hydrographs. 'For the development of a hydrograph from a homogeneous developed drainage area and drainage areas that are not homogeneous, where hydrographs need to be generated from sub -areas and then routed and combined at a point downstream. the engsneer is referred to the procedures outlined by the SCS in the 1986 version of TR-55 available from the National Technical Information Service in Springfield, Virginia 22161. The catalog number for TR-55, "Urt n Hydrology for Small Watersheds." is PBB7-101580. The unit hydrograph equations used in the SCS method for generating hydrographs includes a constant to account for the general land slope in the drainage area. This constant, called a peaking factor, can be adjusted when using the meshed. A default value of 484 for the peaking factor represents rolling hills •- a medium level of relief SCS indicates that for mountainous terrain the peaking factor can go as high as 600. and as low as 300 for flat (coastal) areas. Referring to Figure 2.1.6-1. which shows the different hydrologic regions developed by the USGS for the state of Georgia, Region 3 represents the primary region of the state where modification of the peaking factor from 484 to 300 is most often warranted if the individual watershed possesses flat terrain. As a result of hydrologicahydrauUc studies completed in the development of this Manuel. me folk:ming are recommendations related to the use of different peaking factors. • The SCS method :an be used without modification (peaking factor left at 484)1; Regions 1, 2 and 4 generally when performing modeling analysis. • The SACS method can be modified in that a peaking factor of 300 can be used for modeling generally in Region 3 when watersheds are fiat and have significant storage in the overbanks. These watersheds would be characterized by Mild Slopes (less than 2% slope) Significant surface storage throughout the watershed in the form of standing water during storm events et inefficient drainage systems The SCS method can be sirnitarty adjusted for any watershed that has flow and storage charactewrstics similar to a typical Region 3 stream The development of a runoff hydrograph from a watershed is a laborious process not normally done by hand. Far that reason only an overview of the process is given here to assist the designer in reviewing and understanding the input and output from a typical computer program There are choices of computational interval. storm length (if the 24 -hour storm is not going to be used), and other 'administrative' parameters that are peculiar to each computer program. Volume 2 (Technical Handbook) --r o;lti.rrrwolet ,•Jancxnmont Manual 21-33