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Home My WebLink AboutWPO201300044 Calculations 2013-09-27 AVI N ITY SUBDIVISION CHANNEL ADEQUACY REPORT Submitted on SEPTEMBER 27, 2013 PREPARED BY: AEI COLLINS t 200 GARRETT STREET,SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 PH I oty�ygq � 434.293.2813 FX . Off, www.collins-engineering.com icy �i • Sao 14 +.0 tic R• C +rs No° 03.tt hys x ?� 717// 79/ l 4 s4rONq G 0' LEN The revisions to the approved calculations are marked in yellow for the amendment The Avinity Channel Adequacy Report & Calculations Overview The channel adequacy calculations attached were analyzed by dividing the watershed into three major sections. These sections are described below;please see the attached sheet entitled Channel Adequacy Plan-Amended for clarification. Drainage Area, D.A. #1: This section consists of drainage flowing to the south and consumes the majority of the project's area. This section is further broken down into three subareas, DA#1A, 1 B and 1C during the post-development state. All three subareas are routed through the proposed stormwater management (SWM) facility and DA#1A consists of the approved Avinity project while DA#1B consists of a potential future development. DA#1C is offsite and does not propose improvements. DA#1 converges with `Southern DA' and flows to the south where the downstream channel is analyzed. Drainage Area, D.A. #2: This section consists of the drainage flowing to Avon Street Extended on the northern side of the project and outfalls into an existing culvert crossing the street. This drainage area was broken down into two sections per Engineering's request during the original approval, offsite drainage (D.A. 2A) and onsite drainage (D.A. 2B). Revisions to this watershed were not made with the amendment. Drainage Area, Southern D.A.: This drainage area, when combined with drainage area#1, is used in the channel adequacy calculations associated with the wet pond amendment. This drainage area is unaltered in the post-development state and applies to cross sections #2-6. Summary of Calculations Post-Development D.A. #1 contains the following characteristics: D.A. #1A= 9.11 ac. CN= 81.6 (56.4 in the Pre-Development Scenario) Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.22 hours Pre-Develo.ment DA#1A Location of Avinit Townhomes AT P. . 7 D.A. #1B=26.26 ac. CN= 55.0 (Assumes Forested Conditions) Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.42 hours D.A. #1C= 8.78 ac. CN= 80.5 (59.5 in the Pre-Development Scenario and accounts for future development) Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.17 hours (estimated future Tc) After being routed through the SWM facility the post-development scenario generates peak flows for the 2- and 10-year events of 9.8.2 cfs and 52.38 cfs, respectfully, for DA #1A, 1 B and 1C. The calculations showing this can be viewed in the attached documents. (Note: Previously approved channel adequacy report had 2- and 10 year flows of 25.19 cfs and 66.57 cfs). Post-Development D.A. #2 has a decreased drainage area in the post-development scenario. This decreased area, as witnessed on sheets SWM 1 &2 of the originally approved plans, does not require detention since the peak flows in the pre-development scenario are greater than or equal to that of the post-development flows. For the post- development flows entering the culvert and previously approved cross section#7, the contributing drainage areas' have the following characteristics: Offsite D.A. #2A D.A.= 6.34ac. CN= 68.9 Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.35 hours Onsite D.A. #2B (Post-Development) D.A.= 0.68ac. CN=93.1 Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.10 hours The calculations resulting from the inflow data referenced above creates a post- development peak flow of 8.97cfs and 21.32cfs for the 2- and 10-year events, respectfully. The existing culvert was analyzed for capacity using the 10-year flow, and was approved with the originally approved channel adequacy report. The third and final watershed, Southern D.A., is composed of the remaining portion of the watershed draining to the southern receiving channel. This area contains the following characteristics: D.A.= 53.07 ac. (Previously approved area=54.94ac.) CN= 69 Type II distribution P= 3.7 inches (2-year event) P= 5.6 inches (10-year event) Tc= 0.42 hours The CN value of 69 for this drainage area was selected due to the large grasslands and pastures that make up its ground cover. It was also chosen because the overwhelming majority of the soils within this drainage area are made up of soil type B. For example, approximately 38% of the soils are 72C3, approximately 15% are soil type 58C, and approximately 14% are soil type 88. The image below illustrates both the soil cover and the soil type, and supports the assumed CN value listed above. Southern DA Not Modified f ,.* 'voi ,,4, ., � ' 4 e " • ..= le _ i ,, ., or 4t V4k'' if - 4 e I a 4 *.....r,--- \;■:,.„.„.._,,„,:c ,, a , \. x ti ." :o , a gpa�s;a The calculations resulting from the inflow data listed for Southern DA creates a post- development peak flow of 44.61 cfs for the 2-year event. The calculations showing this can be viewed in the attached documents. (Note: Previously approved channel adequacy report had a 2-year peak flow of 46.33 cfs). The 2-year flow for this drainage area was then combined with the 2-year flow routed through the SWM facility for Post-Development D.A. #1A, #1B and#1C. This is a worst case scenario because it assumes both peak flows occur simultaneously, despite the fact the time of peak flow being released from the proposed SWM facility is much later. This is evident in the routing calculations provided. Regardless, the combined flow of 54.43 cfs (44.61 + 9.82 cfs) was then analyzed on cross sections #2-6. (Note: Previously approved channel adequacy report had a combined 2-year peak flow of 71.52 cfs). The cross sections analyzed are representative of their respective channels. MS-19 Cross Section#2: Overall Channel (Note: channel bottom is graded loam) Channel Banks Note: channel banks are aded loam) P 111:41 The channel at cross section 2, which has a 2.5 percent slope (based off a new survey), contains the following characteristics: Channel Bottom: Description: (graded loam) `n' value for channel bottom: 0.05* Permissible Velocity: 5.0 ft/s** Channel Banks: Description: (graded loam) Manning's `n' value for channel banks: 0.05* Permissible Velocity for channel banks: 5.0 ft/s** *Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH Please see attached derivations. **Permissible Velocities are in accordance with Table 5-22 of the VESCH Maximum Computed Depth= 1.91' Maximum Computed Velocity=4.82 ft/s (channel bottom) Maximum Computed Velocity=4.46 ft/s (channel banks) Complex Channnel- Cross Section No. 2 Input: Slope 0.025 Flow(given) 54.431 line x y n 0 0.000 2.000 0.045 (first n value not used) 1 5.000 0.000 0.045 2 13.000 2.000 0.050 Output: Depth 1.908 (y) ( 1.908) Channel bed segment output: line Q V AP 1 21.92 4.82 4.55 5.14 2 32.51 4.46 7.28 7.87 Mon Sep 30 15:11:18 EDT 2013 MS-19 Cross Section#3 Overall Channel (Note: channel banks are ordinary firm loam) Channel Bottom Note: channel bottom is aded, loam to cobbles) jig 4 R � iz 9 2 The channel at cross section 3, which has a 2.5 percent slope, contains the following characteristics: Channel Bottom: Description: (graded, loam to cobbles) `n' value for channel bottom: 0.055* Permissible Velocity: 5.0 ft/s** Channel Banks: Description: (ordinary firm loam) Manning's `n' value for channel banks: 0.045* Permissible Velocity for channel banks: 3.5 ft/s* *Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH Please see attached derivations. **Permissible Velocities are in accordance with Table 5-22 of the VESCH Maximum Computed Depth= 2.09' Maximum Computed Velocity=4.97 ft/s (channel bottom) Maximum Computed Velocity=1.82 ft/s (channel banks) Complex Channnel- Cross Section No. 3 Input: Slope 0.025 Flow(given) 54.430 line x y n 0 0.000 3.000 0.045 (first n value not used) 1 4.000 1.500 0.055 2 8.000 0.000 0.055 3 12.000 1.500 0.055 4 13.000 3.000 0.045 Output: Depth 2.092 (y) ( 2.092) Channel bed segment output: line Q V A P 1 0.85 1.82 0.47 1.69 2 26.70 4.97 5.37 4.27 3 26.70 4.97 5.37 4.27 4 0.18 1.57 0.12 0.71 Mon Sep 30 15:15:23 EDT 2013 MS-19 Cross Section#4 Overall Channel (Note: channel banks are ordinary firm loam) . • 1. , . •. lr,;; . Channel Bottom Note: channel bottom is aded, loam to cobbles) loop(lif*. A&L,, --,e_wirai4, 440 ter$ w X ' 'r�t "aj F The channel at cross section 4, which has a 1.9 percent slope, contains the following characteristics: Channel Bottom: Description: (graded, loam to cobbles) `n' value for channel bottom: 0.055* Permissible Velocity: 5.0 ft/s** Channel Banks: Description: (ordinary firm loam) Manning's `n' value for channel banks: 0.035* Permissible Velocity for channel banks: 3.5 ft/s** *Manning's `n' values are in accordance with Tables 5-16 through 5-21 of the VESCH. Please see attached derivations. **Permissible Velocities are in accordance with Table 5-22 of the VESCH Maximum Computed Depth= 1.49' Maximum Computed Velocity=4.28 ft/s (channel bottom) Maximum Computed Velocity=3.40 ft/s (channel banks) Complex Channnel- Cross Section No. 4 Input: Slope 0.019 Flow(given) 54.430 line x y n 0 0.000 2.000 0.03 5 (first n value not used) 1 3.000 0.500 0.035 2 8.000 0.000 0.055 3 12.000 0.500 0.055 4 15.000 2.000 0.035 Output: Depth 1.490 (y) ( 1.490) Channel bed segment output: line Q V A P 1 3.33 3.40 0.98 2.21 2 26.56 4.28 6.20 5.02 3 21.21 4.28 4.96 4.03 4 3.33 3.40 0.98 2.21 Mon Sep 30 15:19:52 EDT 2013 MS-19 Cross Section#5: Overall Channel (Note: coarse avel channel with ordinary firm loam banks) The channel at cross section 5, which has a 1.7 percent slope, contains the following characteristics: Channel Bottom: Description: (coarse gravel) `n' value for channel bottom: 0.083* Permissible Velocity: 6.0 ft/s** Channel Banks: Description: (ordinary firm loam) Manning's `n' value for channel banks: 0.045* Permissible Velocity for channel banks: 3.5 ft/s** *Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH Please see attached derivations. **Permissible Velocities are in accordance with Table 5-22 of the VESCH Maximum Computed Depth=2.31' Maximum Computed Velocity=4.08 ft/s (channel bottom) Maximum Computed Velocity=3.20 ft/s (channel banks) Complex Channnel- Cross Section No. 5 Input: Slope 0.017 Flow(given) 54.430 line x y n 0 0.000 3.000 0.045 (first n value not used) 1 2.000 1.000 0.045 2 5.000 0.000 0.083 3 8.000 0.000 0.083 4 10.000 3.000 0.045 Output: Depth 2.312 (y) ( 2.312) Channel bed segment output: line Q V A P 1 2.22 2.58 0.86 1.86 2 18.20 3.35 5.44 3.16 3 28.30 4.08 6.94 3.00 4 5.70 3.20 1.78 2.78 Mon Sep 30 15:23:56 EDT 2013 MS-19 Cross Section#6: Overall Channel ote: aded loam channel with ordinary firm loam &banks) a The channel at cross section 6, which has a 2.0 percent slope, contains the following characteristics: Channel Bottom: Description: (graded loam) `n' value for channel bottom: 0.045* Permissible Velocity: 5.0 ft/s** Channel Banks: Description: (ordinary firm loam) Manning's `n' value for channel banks: 0.045* Permissible Velocity for channel banks: 3.5 ft/s** *Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH. Please see attached derivations. **Permissible Velocities are in accordance with Table 5-22 of the VESCH Maximum Computed Depth= 1.74' Maximum Computed Velocity=4.81 ft/s (channel bottom) Maximum Computed Velocity=2.13 ft/s (channel banks) Complex Channnel- Cross Section No. 6 Input: Slope 0.020 Flow(given) 54.431 line x y n 0 0.000 3.000 0.045 (first n value not used) 1 3.000 1.000 0.045 2 6.000 0.000 0.050 3 12.000 1.000 0.050 4 13.000 3.000 0.045 Output: Depth 1.742 (y) ( 1.742) Channel bed segment output: line Q V A P 1 0.88 2.13 0.41 1.34 2 17.48 4.69 3.73 3.16 3 35.88 4.81 7.45 6.08 4 0.19 1.41 0.14 0.83 Mon Sep 30 15:29:29 EDT 2013 24-Hour SCS Method Calculations U.S.Department of Agriculture FL-ENG-21A Natural Resources Conservation Service 06/04 TR 55 Worksheet 2:Runoff Curve Number and Runoff Project: Avinity(Approved Layout&Potential Future Development) Designed By: FGM,PE Date: 9/3/2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/3/2013 Check One: Present X Developed X 1.Runoff curve Number(CN) Soil name and Cover description Drainage Area CN(weighted)_ g (Cover type,treatment,and hydrologic condition; Area Product of Calculated hydrologic group CN total product/ Description percent impervious;unconnected/connected (Acres) CN x Area 'S'Value (Appendix A) impervious area ratio) total area D.A#lA Impervious Areas 98 0.20 20.0 (Present) B Woods in Good Condition 55 8.58 471.7 56.4 7.73 Lawns in Good Condition(75%+Groundcover) 61 0.77 46.9 D.A#16 Impervious Areas 98 0.00 0.0 (Present) B Woods in Good Condition 55 26.26 1444.3 55.0 8.18 Lawns in Good Condition(Approx.15%) 61 0.00 0.0 D.A#1C Impervious Areas 98 0.00 0.0 (Present) B Woods in Good Condition(Approx.25%) 55 2.09 114.7 59.5 6.81 Lawns in Good Condition (Approx.75%) 61 6.26 381.6 D.A.#1A B Approved DA#1A Watershed 81.6 9.11 743.4 81.6 2.25 (Developed) D.A.16 Impervious Areas 98 0.00 0.0 (Not Modified) B Woods in Good Condition 55 26.26 1444.3 55.0 8.18 Lawns in Good Condition(Approx.15%) 61 0.00 0.0 D.A.1C Impervious Areas(incl.previously bypassed areas) 98 4.63 453.8 (Developed) B Woods in Good Condition(Approx.25%) 55 0.00 0.0 80.5 2.42 Lawns in Good Condition (Approx.75%) 61 4.15 253.1 2.Runoff 2-Year Storm 10-Year Storm Drainage Area Description Frequency-years 2 10 n/a Rainfall,P(24 hour)-inches 3.7 5.6 n/a Runoff,Q-inches 0.47 1.39 D.A#1A(Present) Runoff,Q-inches 0.42 1.29 D.A#1B(Present) Runoff,0-inches 0.60 1.63 D.A#1C(Present) Runoff,Q-inches 1.92 3.58 D.A.#1A(Developed) Runoff,Q-inches 0.42 1.29 D.A.1B(Not Modified) Runoff,Q-inches 1.83 3.47 D.A.1C(Developed) U.S.Department of Agriculture FL-ENG-21A Natural Resources Conservation Service 06/04 TR 55 Worksheet 3:Time of Concentration(T ,)or Travel Time(T t) Project: Avinity(Approved Layout&Potential Future Development) Designed By: FGM,PE Date: 9/3/2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/3/2013 Check One: Present X Developed X Check One: T, X T, Through subarea n/a D.A#1A D.A#1B D.A#1C D.A.#1A D.A.18 D.A.1C Segment ID: (Present) (Present) (Present) (Developed) (Not Modified) (Developed) _ Sheet Flow:(Applicable to T ,only) Dense 1 Surface description(Table 3-1) Grass 2 Manning's roughness coeff.,n(Table 3-1 0.24 3 Flow length,L(total L <100)(ft) 100 4 Two-year 24-hour rainfall,P z(in.) 3.7 5 Land slope,s(ft/ft) 0.04 6 Compute T,=[0.007(0L)°e)/P505 s°'4 I I I 0.17 I Shallow Concentrated Flow: 7 Surface description(paved or unpaved) Unpaved 8 Flow Length,L(ft) 700 9 Watercourse slope,s(ft/ft) 0.07 10 Average velocity,V(Figure 3-1)(ft/s) 4.2 11 T,=L/3600°V I I I 0.05 I I I I I Channel Flow: 12 Cross sectional flow area,a(ft 2) 13 Wetted perimeter,P,,,(ft) 14 Hydraulic radius,r=a/P.(ft) 15 Channel Slope,s(ft/ft) 16 Manning's Roughness Coeff,n 17 V=[1.49r2t2s°.5]/n 18 Flow length,L(ft) 19 T,=L/36000V I I I I I I 1 I I 20 Watershed or subarea T,or Tt Approved Approved Approved Approved Future (Add Tt in steps 6,11 and 19) ( 0.25 I 0.42 I 0.22 I 0.22 I 0.42 I 0.17 I I (Formerly DA#1) (Formerly DA#3) (Formerly DA#3) U.S.Department of Agriculture FL-ENG-21C Natural Resources Conservation Service 06/04 TR 55 Worksheet 4:Graphical Peak Discharge Method Project: Avinity(Approved Layout&Potential Future Development) Designed By: FGM,PE Date: 9 3 2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/3/2013 Check One: Present X Developed X Drainage Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area 1.Data Area Description Description Description Description Description Description D.A#1A D.A#1B D.A#1C D.A.#1A D.A.1B D.A.IC (Present) (Present) (Present) (Developed) (Not Modified) (Developed) Drainage Area(Am)in miles '= 0.0149 0.0410 0.0130 0.0142 0.0410 0.0137 Runoff curve number CN= 56.4 55.0 59.5 81.6 55.0 80.5 Time of concentration(Tc)= 0.25 0.42 0.22 0.22 0.42 0.17 Rainfall distribution type= II II II II II II Pond and swamp areas spread 0 0 0 0 0 0 throughout the watershed= 2.Frequency-years 2 10 2 10 2 10 2 10 2 10 2 10 • 3.Rainfall,P(24 hour)-inches 3.7 5.6 3.7 5.6 3.7 5.6 3.7 5.6 3.7 5.6 3.7 5.6 4.Initial Abstraction,la-inches 1.546 1.546 1.636 1.636 1.361 1.361 0.451 0.451 1.636 1.636 0.484 0.484 5.Compute la/P 0.42 0.28 0.44 0.29 0.37 0.24 0.12 0.08 0.44 0.29 0.13 0.09 6.Unit peak discharge,au-csm/in 475 650 350 500 575 700 750 775 350 500 725 825 7.Runoff,Q from Worksheet 2-inches 0.47 1.39 0.42 1.29 0.60 1.63 1.92 3.58 0.42 1.29 1.83 3.47 8.Pond and Swamp adjustment factor,Fp 1 1 1 1 1 1 1 1 1 1 1 9.Peak Discharge,Qp-cfs Routed through Routed through Routed through where Qp=Qu Am Q Fp 3.33 13.53 5.97 26.54 4.48 14.84 SWM Facility SWM Facility SWM Facility NOTE:For SWM Facility routing,the accumulation of post-dev.DA#IA,1B&1C is 44.15 ac.w/Tc=0.42 hrs&CN=65.6 U.S.Department of Agriculture FL-ENG-21A Natural Resources Conservation Service 06/04 TR 55 Worksheet 2:Runoff Curve Number and Runoff Project: Avinity-Amended Channel Adequacy Calculations Designed By: FGM,PE Date: 9/27/2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/27/2013 Check One: Present X Developed X 1.Runoff curve Number(CN) Soil name and Cover description Drainage Area CN(weighted)= g (Cover type,treatment,and hydrologic condition; Area Product of Calculated hydrologic group CN total product/ Description impervious;unconnected/connected (Acres) CN x Area 'S'Value (Appendix A) total area impervious area ratio) Southern DA Approved CN value of 69-Not modified (Not Modified) B Approved Soil Type B-Not modified 69 53.07 3661.8 69.0 4.49 Approved DA reduced from 54.94ac. 2.Runoff 2-Year Storm 10-Year Storm Drainage Area Description Frequency-years 2 10 n/a Rainfall,P(24 hour)-inches 3.7 5.6 n/a Runoff,Q-inches 1.08 2.40 Southern DA (Not Modified) Runoff,Q-inches Runoff,Q-inches Runoff,Q-inches Runoff,CI-inches Runoff,Q-inches Runoff,Q-inches U.S.Department of Agriculture FL-ENG-21A Natural Resources Conservation Service 06/04 TR 55 Worksheet 3:Time of Concentration(T ,(or Travel Time(T r) Project: Avinity-Amended Channel Adequacy Calculations Designed By: FGM,PE Date: 9/27/2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/27/2013 Check One: Present X Developed X Check One: Tr X Tr Through subarea n/a Southern DA Segment ID: (Not Modified) Sheet Flow:(Applicable to T •only) 1 Surface description(Table 3-1) 2 Manning's roughness coeff.,n(Table 3-1 3 Flow length,L(total L <100)(ft) 4 Two-year 24-hour rainfall,P,(in.) 5 Land slope,s(ft/ft) 6 Compute Tr=[0.007(eL)o.n)/Ps'50r I I I I I I I I Shallow Concentrated Flow: 7 Surface description(paved or unpaved) 8 Flow Length,L(ft) 9 Watercourse slope,s(ft/ft) 10 Average velocity,V(Figure 3-1)(ft/s) 11 Tr=L/3600"V I I I I I Channel Flow: 12 Cross sectional flow area,a(ft 1) 13 Wetted perimeter,P w(ft) 14 Hydraulic radius,r=a/P (ft) 15 Channel Slope,s(ft/ft) 16 Manning's Roughness Coeff,n 17 V=[1.49rV3s°'s]/n 18 Flow length,L(ft) 19 T,=L/3600"V I I I I I 20 Watershed or subarea T,or Tr Approved (Add Tr in steps 6,11 and 19) ( 0.42 I I I I U.S.Department of Agriculture FL-ENG-21C Natural Resources Conservation Service 06/04 TR 55 Worksheet4:Graphical Peak Discharge Method Project: Avinity-Amended Channel Adequacy Calculations Designed By: FGM,PE Date: 9/27/2013 Location: Located off Avon Street Extended,South of Cale ES Checked By: FGM,PE Date: 9/27/2013 Check One: Present X Developed X Drainage Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area 1.Data Area Description Description Description Description Description Description (Not Modified) Drainage Area(Am)in miles = 0.0829 (Reduced) Runoff curve number CN= 69.0 (Not Modified) Time of concentration(Tc)= 0.42 (Not Modified) Rainfall distribution type= 11 Pond and swamp areas spread 0 throughout the watershed= 2.Frequency-years 2 10 3.Rainfall,P(24 hour)-inches 3.7 5.6 4.Initial Abstraction,la-inches 0.899 0.899 (Not Modified) 5.Compute la/P 0.24 0.16 (Not Modified) 6.Unit peak discharge,Qu-csm/in 500 550 (Not Modified) 7.Runoff,Qfrom Worksheet 2-inches 1.08 2.40 (Not Modified) 8.Pond and Swamp adjustment factor,Fp 1 1 9.Peak Discharge,Qp-cfs where Qp=Qu Am Q Fp 44.61 109.64 (Reduced) _ Routing Calculations Proposed Retention Basinl0 BasinFlow printout INPUT: Basin: Avinity Amended Retention Basin 9 Contour Areas Elevation(ft) Area(sf) Computed vol . (cy) 493.00 8153.00 0.0 494.00 9021.00 317.9 496.00 10858.00 1053.1 498.00 12834.00 1929.6 499.00 17133.00 2482.6 500.00 18271.00 3138.1 502.00 20651.00 4578.8 504.00 23177.00 6201.1 505.00 24476.00 7083.5 Start_Elevation(ft) 499.00 Vol . (cy) 2482.60 4 Outlet Structures Outlet structure 0 Orifice name: Low-Flow Orifices area (sf) 0.349 diameter or depth (in) 8.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 499.000 multiple 4 discharge into riser Outlet structure 1 Weir name: Emergency Spillway length (ft) 40.000 side angle 0.000 coefficient 3.300 invert (ft) 503.100 multiple 1 discharge through dam Outlet structure 2 Culvert name: Barrel multiple 1 discharge out of riser D (in) 30.000 h (in) 0.000 Length (ft) 76.000 Slope 0.005 Manning's n 0.013 Inlet coeff. Ke 0.500 Equation constant set 3 Invert (ft) 494.380 Outlet structure 3 Curve name: Anti-vortex device multiple 1 Invert (ft) 501. 500 discharge into riser file: thirtysix.txt Page 1 Proposed Retention Basinl0 3 Inflow Hydrographs Hydrograph 0 SCS name: 2-yr, 24hr Peak SCS Method Storm Area (acres) 44.150 CN 65.600 Type 2 rainfall , P (in) 3.700 time of conc. (hrs) 0.4200 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 31.752 peak time (hrs) 12.066 volume (cy) 5276.469 Hydrograph 1 SCS name: 10-yr, 24hr Peak SCS Method Storm Area (acres) 44.150 CN 65.600 Type 2 rainfall , P (in) 5.600 time of conc. (hrs) 0.4200 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 75.419 peak time (hrs) 12.066 volume (cy) 12533.057 Hydrograph 2 SCS name: 100-yr, 24hr Peak SCS Method Storm Area (acres) 44.150 CN 65.600 Type 2 rainfall , P (in) 9.100 time of conc. (hrs) 0.4200 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 173.887 peak time (hrs) 12.066 volume (cy) 28896.295 OUTPUT: Routing Method: storage-indication Hydrograph 0 Routing Summary of Peaks: 2-yr, 24hr Peak SCS Method Storm inflow (cfs) 31.624 at 12.06 (hrs) discharge (cfs) 9.824 at 12.46 (hrs) water level (ft) 501.470 at 12.46 (hrs) storage (cy) 4179.972 Hydrograph 1 Routing Summary of Peaks: 10-yr, 24hr Peak SCS Method Storm Page 2 Proposed Retention Basinl0 inflow (cfs) 75.116 at 12.06 (hrs) discharge (cfs) 52.378 at 12.22 (hrs) water level (ft) 503.113 at 12.22 (hrs) storage (cy) 5458.196 Hydrograph 2 Routing Summary of Peaks: 100-yr, 24hr Peak SCS Method Storm inflow (cfs) 173.188 at 12.06 (hrs) discharge (cfs) 169.168 at 12.10 (hrs) water level (ft) 503.943 at 12.10 (hrs) storage (cy) 6151.967 Thu Aug 29 15: 53:43 EDT 2013 Page 3 - -, __ �, , , / 7 k � / I I I I/////,'///// 1, -_ ir, V,t�y � I , I )/1/1/1_"_�f� - // // //////�//"//// ////// I I -/ -_ -, ") j ( , '_ I It I I \ �,y ",/ ; _ , - -- �, / V// //1 I "' . 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