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HomeMy WebLinkAboutDrainage Analysis 4/26/10Jr DRAINAGE ANALYSIS for Valley Park Center 11.635 Total Acres Lots 1 -4 Prepared by: JONES &CARTER, INC. ENGINEERS•PLANNERS•SURVEYORS Texas Board of Professional Engineers Registration No.: F -439 1716 Briarcrest Drive, Suite 160 Bryan, Texas 77802 -2776 /E OF T E �, gs11+ . t of STEVE E. DUNCAN 1I 'O ot• 83252 • (0 PURPOSE Valley Park Center includes three lots, Lots 1 -3. Lot 1 was developed in 2008, Lot 2 is at the design phase, and Lot 3 is at the conceptual phase. The subject property is located on the east side of FM 2818, just north of FM 60. Development of the property will include an additional 25,000 square feet office building on lot 2, and a conceptual 45,000 (max) office building on lot 3, including, parking spaces, sidewalks and drives. The total development is 11.635 acres. This report documents the fully developed engineering analysis of the excess storm runoff due to the proposed developments. METHODOLOGY The detention pond was modeled using HEC -HMS 3.3. The design storms analyzed were the 24- hour 2, 10, 25 and 100 year storm events as defined by the B /CS Unified Stormwater Design Guidelines (February 2009). The precipitation was modeled using the twenty -four hour duration type III SCS rainfall distribution. The SCS curve number method was used to compute runoff losses due to infiltration into the soil. The pre - development land cover was a mixture of natural woodlands and grasslands. The curve number for both land cover types is 75 The proposed post - development land use for all three lots is commercial. Therefore a post development curve number of 94 was used in the design. The SCS unit hydrograph method was used to transform the excess storm runoff to an inflow hydrograph into the detention pond. Outflow hydrographs for the 2, 10, 25, and 100 -yr storms were developed using the elevation - versus- storage relationship for the detention basin and the elevation- versus - discharge relationship for the outlet structure. Discharge values for the pipe outlet structure are calculated by the weir equation (Q = CLH for unsubmerged conditions and the orifice equation (Q = CA(2GH) for submerged conditions with a transition zone between the two conditions approximated linearly. Table 1 shows the parameters used in HEC -HMS to model the Valley Park Center watershed. ' Curve numbers were taken from the B /CS Unified Stormwater Design Guidelines (February 2009) 2010 -04 -26 Final Drainage Report-VPII; Page 2 of 4 Parameter Pre - Development Basin Post - Development Basin Area (sq. miles) .0182 .0182 Curve Number 75 94 % Impervious 0.0 84.0 RESULTS Table 1: HEC -HMS Model Parameters The drainage area information and the calculations for the existing and proposed conditions are attached. A detention basin is planned for the development to offset the increase in runoff rates due to the increase in impervious cover. An outlet structure will release the runoff at or below pre - developed rates. See attached for structure design. The outflow will discharge into the TxDOT right -of -way on FM 2818. For storm events exceeding the design capacity of the detention pond, overflow from the pond will discharge through a grass spillway into an existing roadside ditch that flows into the originally planned TxDOT 2818 access road drainage facility. Summary data is as follows: 2010 -04 -26 Final Drainage Report-VPII; Page 3 of 4 VALLEY PARK CENTER — LOTS 1 -4: Outflow 8.8 8.8 20.1 19.2 25.6 22.1 35.4 30.9 Water Surface 326.6 329.2 330.4 332.5 334 • Emergency Overflow Elev. = 332.50 ft. APPENDIX I: HEC -HMS DESIGN PARAMETERS & RESULTS APPENDIX II: DEVELOPMENT DRAINAGE AREA MAP APPENDIX III: WINSTORM RESULTS 2010 -04 -26 Final Drainage Report-VPII; Page 4 of 4 E GJ Y to T N N Y f0 s+ Q. 3 >. 0 a m J ro c N G 0 W HEC -HMS Element Summary 1 Junction 0.0130818 75.5 10.43 7.3 2 Junction 0.012363 71.2 10.47 6.9 3 Junction 0.0107082 61.2 10.5 6 4 Junction 0.0089023 50 10.49 5 5 Junction 0.0045227 25.2 10.66 2.6 A Reach 0.0016579 9.9 1 B Reach 0.0130818 75.5 10.43 7.3 C Reach 0.012363 71.2 10.47 6.9 Detention Pond 0.018186 30.9 10.54 10.2 D Reach 0.0107082 61.2 10.5 6 E Reach 0.0089023 50 10.49 5 F Reach 0.0034534 19 10.11 1.9 G Reach 0.0045227 25.2 10.66 2.6 H Reach 0.0014263 7.9 10.4 0.8 Inlet 1 0.000758322 4.4 9.89 0.4 Inlet 10 0.0014263 8.2 10.4 0.8 Inlet 2 0.0011964 6.9 10.43 0.7 Inlet 3 0.0016579 10.3 1 Inlet 4 0.000718786 4.3 9.82 0.4 Inlet 5 0.0016548 10.1 10.24 0.9 Inlet 6 0.0018059 11.2 10.55 1 Inlet 7 0.0034534 19 10.11 1.9 Inlet 8 0.000926239 5.8 11.11 0.5 Inlet 9 0.0030964 17.3 10.78 1.8 Inlet Pond 0.0014916 9.3 11.35 0.9 Pond Junction 0.018186 106.1 10.55 10.2 Inlet 10 4 Inlet 9 4 4 Junction G Reach 5 Junction Inlet 6 4 E Reach Inlet 4 1 Junction Inlet 1 Pond Junction Detention Pond N I 11 g 2-1 t 1.1 t ale,. ssz N N 1,4 00 0 tnuJu •i JOIOD go1OH QVJolnd 00 00 N k) N N N N 00 V) 00 S Cr Cr en .-. O 00 oo N O O . O O O O cc! • el cal C Q 0 0 0 al 0 0 00 O 0 . . . 00 Q Q ca 00 Cr) 7 N N O N 0 0 V) 00 N O Cr 00 M 00 0 C- h an O CD CD r. O O O O n N N O u-; en 7 O 7 N (7 U N N 6) 6) 6) co co co Q Q Q U U U 0 a 00 ❑ ❑ 0 ca6ca 00 V) N N n 0 kD kr, 00 c— O a, U CC M M M 0) 6) 6) n N N M kn 00 N N 00 • u■ 00 C- O O 00 00 00 Cr 00 00 N M O O O co) co O O O N O v7 u> • r O ts- U 7 7 7 4) 6) 6) N 0 N 00 00 N ‘D V') 00 r- O a, O f1 �! U U M M 6) 6) 6) O 0 0 N N k) N N G) OA 00 00 O 0 00 . . ca Q V) 0' 'O V) 00 C- O Cr ti (7 U N N 6) 00 00 h N O N 00 rn O 00 D V) 00 S. a1 a1 7 'D kr1 00 7 V1 n p N © CO O O O M a, © V) 00 D1 O 00 oo N ti (D 6) 00 N bA C Q N O 0 O0 4- n N 00 D Vl 00 n O O O n O O O N co N U CO 00 00 0 0 6) 0 0 00 01 01 40 U 0 U 40 00 00 0 0 00 M 00 N O r- ■ 00 00 N 00 a h 00 l� O co, 7 M � O O OM � >0 V O O O N O O O O O O N 00 N V) O O rn 6 6) 6) 00 0 00 kj N U G) OA W o.0 co co co 0 0 0 4 0 . 40 Q Q Q O 00 N 0' '0 00 r- O O 7 r- 00 00 00 � o N O O co O O r O o0 N rr) O O N 00 O h M M ti 0 U � O V) n N O t\ r O O O O 0 0 C4 40.0 35.0 "a0.0 ° p 5.0 a&s0.0 c V.5.0 110.0 5.0 NRCS Predevelopment Runoff 100 -yr runoff 25 -yr runoff 10 -yr runoff 2 -yr runoff 0.0 12:05 13:40 15:15 16:50 18:25 20:00 21:35 23:10 0:45 2:20 M =30 min 3:55 5:30 7:05 8:40 10:15 11:50 35.0 30.0 '�..Z" 5.0 - F28 . 0.0 a 6.5.0 X10.0 cc 5.0 NRCS Postdevelopment Runoff 100 -yr runoff 25 -yr runoff 10 -yr runoff 2 -yr runoff 0.0 12:0513:3515:0516:3518:0519:35 21:05 22:35 0:05 1:35 3:05 4:35 6:05 7:35 9:05 10:3512:05 At =30 min L. a o m L p • z z ym 1-2 Am y en RD I I z 1Z m N m O H • C m _ o < � m o - N WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 4/26/2010 4:47:44 AM PROJECT NAME : Valley Park 2 - 10 Year JOB NUMBER : C0009 -011 PROJECT DESCRIPTION : Valley Park Phase 2 DESIGN FREQUENCY : 10 Years ANALYSYS FREQUENCY : 25 Years MEASUREMENT UNITS: ENGLISH Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) A -1 0.0 0.00 10.00 0.00 0.00 8.200 8.200 A -2 0.0 0.00 10.00 0.00 0.00 17.300 17.300 A -3 0.0 0.00 10.00 0.00 0.00 19.000 19.000 A -4 0.0 0.00 10.00 0.00 0.00 9.800 9.800 A -5 0.0 0.00 10.00 0.00 0.00 11.200 11.200 A -6 0.0 0.00 10.00 0.00 0.00 10.100 10.100 A -7 0.0 0.00 10.00 0.00 0.00 4.300 4.300 A -8 0.0 0.00 10.00 0.00 0.00 1.000 1.000 A -9 0.0 0.00 10.00 0.00 0.00 1.000 1.000 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) A -1 A -2 A -3 A -4 A -5 A -6 A -7 out A -8 A -9 OUT OUTPUT FOR DESIGN FREQUENCY of: 10 Years JnctBx JnctBx JnctBx JnctBx JnctBx JnctBx JnctBx 0.000 0.000 0.000 0.000 0.000 0.000 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 Outlt 0.000 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.00 0.00 10.00 0.00 10.00 0.00 10.00 0.00 0.00 0.00 10.00 0.00 10.00 0.00 10.00 0.00 8.200 8.63 25.500 0.00 19.000 8.63 54.300 8.63 65.500 8.63 75.600 8.63 79.900 0.00 0.000 8.63 80.900 8.63 81.900 8.63 81.900 0.00 8.200 0.00 25.500 0.00 19.000 0.00 54.300 0.00 65.500 0.00 75.600 0.00 79.900 0.00 0.000 0.00 80.900 0.00 81.900 0.00 81.900 Winstorm Analysis - 25 Year; Page 1 of 4 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) ( %) 1 A -1 2 A -2 3 A -3 4 A -4 5 A -5 6 A -6 7 A -7 8 A -8 9 A -9 A -2 A -4 A -4 A -5 A -6 A -7 A -8 A -9 OUT 1* 337.39 334.76 0.112 2* 334.76 333.80 1.082 3* 335.84 333.80 0.601 4* 333.80 332.16 0.565 5 331.71 331.11 0.177 6 331.11 330.49 0.236 7 330.49 329.72 0.264 8 329.72 329.32 0.270 9 329.32 329.17 0.277 336.50 333.37 Circ 1 333.37 332.39 Circ 1 334.45 332.39 Circ 1 331.71 330.07 Circ 1 329.07 328.26 Circ 1 328.16 327.53 Circ 1 327.43 326.69 Circ 1 326.59 326.17 Circ 1 326.07 325.92 Circ 0.00 2.00 470.00 0.67 0.012 0.00 2.00 61.00 1.61 0.012 0.00 2.00 235.00 0.88 0.012 0.00 3.00 202.00 0.81 0.012 0.00 4.00 267.60 0.30 0.012 0.00 4.00 212.40 0.30 0.012 0.00 4.00 244.50 0.30 0.012 0.00 4.00 140.00 0.30 0.012 1 0.00 4.00 52.00 0.29 0.012 Conveyance Hydraulic Computations. Tailwater = 328.000 (ft) Hydraulic Gradeline Depth Velocity June Run# US Elev DS Elev Fr.Slope Uni£ Actual Unif Actual Q Cap Loss (ft) (ft) ( %) (ft) (ft) (f /s) (f /s) (cfs) (cfs) (ft) 0.89 1.39 6.06 3.52 8.20 20.00 0.000 1.38 1.41 11.04 10.81 25.50 31.07 0.000 1.39 1.41 8.15 8.05 19.00 22.95 0.000 2.09 2.09 10.35 10.35 54.30 65.12 0.000 2.63 2.85 7.49 6.84 65.50 85.63 0.000 2.94 2.96 7.64 7.58 75.60 84.76 0.000 3.06 3.06 7.74 7.74 79.90 85.62 0.000 3.13 3.15 7.68 7.62 80.90 85.24 0.000 3.25 3.25 7.49 7.49 81.90 83.59 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 25 Years Runoff Computation for Analysis Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) A -1 0.0 0.00 10.00 0.00 0.00 8.200 8.200 A -2 0.0 0.00 10.00 0.00 0.00 17.300 17.300 A -3 0.0 0.00 10.00 0.00 0.00 19.000 19.000 A -4 0.0 0.00 10.00 0.00 0.00 9.800 9.800 A -5 0.0 0.00 10.00 0.00 0.00 11.200 11.200 A -6 0.0 0.00 10.00 0.00 0.00 10.100 10.100 A -7 0.0 0.00 10.00 0.00 0.00 4.300 4.300 A -8 0.0 0.00 10.00 0.00 0.00 1.000 1.000 A -9 0.0 0.00 10.00 0.00 0.00 1.000 1.000 Winstorm Analysis - 25 Year; Page 2 of 4 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) A -1 A -2 A -3 A -4 A -5 A -6 A -7 out A -8 A -9 OUT 1 A -1 2 A -2 3 A -3 4 A -4 5 A -5 6 A -6 7 A -7 8 A -8 9 A -9 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 Outlt 0.000 A -2 A -4 A -4 A -5 A -6 A -7 A -8 A -9 OUT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conveyance Configuration Data 1* 337.52 336.44 0.112 2* 336.44 335.78 1.082 3* 337.19 335.78 0.601 4* 335.78 334.64 0.565 5 334.64 334.17 0.177 6 334.17 333.67 0.236 7 333.67 333.02 0.264 8 333.02 332.64 0.270 9 332.64 332.50 0.277 336.50 333.37 Circ 1 333.37 332.39 Circ 1 334.45 332.39 Circ 1 331.71 330.07 Circ 1 329.07 328.26 Circ 1 328.16 327.53 Circ 1 327.43 326.69 Circ 1 326.59 326.17 Circ 1 326.07 325.92 Circ 0.00 0.00 8.200 10.00 9.86 25.500 0.00 0.00 19.000 10.00 9.86 54.300 10.00 9.86 65.500 10.00 9.86 75.600 10.00 9.86 79.900 0.00 0.00 0.000 10.00 9.86 80.900 10.00 9.86 81.900 10.00 9.86 81.900 Conveyance Hydraulic Computations. Tailwater = 332.500 (ft) 0.89 2.00 1.38 2.00 1.39 2.00 2.09 3.00 2.63 4.00 2.94 4.00 3.06 4.00 3.13 4.00 3.25 4.00 0.00 8.200 0.00 25.500 0.00 19.000 0.00 54.300 0.00 65.500 0.00 75.600 0.00 79.900 0.00 0.000 0.00 80.900 0.00 81.900 0.00 81.900 Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) ( %) 0.00 2.00 470.00 0.67 0.012 0.00 2.00 61.00 1.61 0.012 0.00 2.00 235.00 0.88 0.012 0.00 3.00 202.00 0.81 0.012 0.00 4.00 267.60 0.30 0.012 0.00 4.00 212.40 0.30 0.012 0.00 4.00 244.50 0.30 0.012 0.00 4.00 140.00 0.30 0.012 1 0.00 4.00 52.00 0.29 0.012 Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( %) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 6.06 2.61 8.20 20.00 0.000 11.04 8.12 25.50 31.07 0.000 8.15 6.05 19.00 22.95 0.000 10.35 7.68 54.30 65.12 0.000 7.49 5.21 65.50 85.63 0.000 7.64 6.02 75.60 84.76 0.000 7.74 6.36 79.90 85.62 0.000 7.68 6.44 80.90 85.24 0.000 7.49 6.52 81.90 83.59 0.000 END Winstorm Analysis - 25 Year; Page 3 of 4 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Tailwater set to uniform depth elevation = 329.17(ft) Runoff Frequency of: 25 Years Winstorm Analysis — 25 Year; Page 4 of 4 WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 4/26/2010 4:54:33 AM PROJECT NAME : Valley Park 2 - 10 Year JOB NUMBER : C0009 -011 PROJECT DESCRIPTION : Valley Park Phase 2 DESIGN FREQUENCY : 10 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) A -1 0.0 0.00 10.00 0.00 0.00 8.200 8.200 A -2 0.0 0.00 10.00 0.00 0.00 17.300 17.300 A -3 0.0 0.00 10.00 0.00 0.00 19.000 19.000 A -4 0.0 0.00 10.00 0.00 0.00 9.800 9.800 A -5 0.0 0.00 10.00 0.00 0.00 11.200 11.200 A -6 0.0 0.00 10.00 0.00 0.00 10.100 10.100 A -7 0.0 0.00 10.00 0.00 0.00 4.300 4.300 A -8 0.0 0.00 10.00 0.00 0.00 1.000 1.000 A -9 0.0 0.00 10.00 0.00 0.00 1.000 1.000 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) A -1 JnctBx 0.000 0.00 0.00 0.00 8.200 0.00 8.200 A -2 JnctBx 0.000 0.00 10.00 8.63 25.500 0.00 25.500 A -3 JnctBx 0.000 0.00 0.00 0.00 19.000 0.00 19.000 A -4 JnctBx 0.000 0.00 10.00 8.63 54.300 0.00 54.300 A -5 JnctBx 0.000 0.00 10.00 8.63 65.500 0.00 65.500 A -6 JnctBx 0.000 0.00 10.00 8.63 75.600 0.00 75.600 A -7 JnctBx 0.000 0.00 10.00 8.63 79.900 0.00 79.900 out JnctBx 0.000 0.00 0.00 0.00 0.000 0.00 0.000 A -8 JnctBx 0.000 0.00 10.00 8.63 80.900 0.00 80.900 A -9 JnctBx 0.000 0.00 10.00 8.63 81.900 0.00 81.900 OUT Outlt 0.000 0.00 10.00 8.63 81.900 0.00 81.900 Winstorm Analysis 100 Year; Page 1 of 4 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) ( %) 1 A -1 A -2 336.50 333.37 Circ 1 2 A -2 A -4 333.37 332.39 Circ 1 3 A -3 A -4 334.45 332.39 Circ 1 4 A -4 A -5 331.71 330.07 Circ 1 5 A -5 A -6 329.07 328.26 Circ 1 6 A -6 A -7 328.16 327.53 Circ 1 7 A -7 A -8 327.43 326.69 Circ 1 8 A -8 A -9 326.59 326.17 Circ 1 9 A -9 OUT 326.07 325.92 Circ 1 0.00 2.00 470.00 0.00 2.00 61.00 0.00 2.00 235.00 0.00 3.00 202.00 0.00 4.00 267.60 0.00 4.00 212.40 0.00 4.00 244.50 0.00 4.00 140.00 0.00 4.00 52.00 Conveyance Hydraulic Computations. Tailwater = 328.000 (ft) 0.67 0.012 1.61 0.012 0.88 0.012 0.81 0.012 0.30 0.012 0.30 0.012 0.30 0.012 0.30 0.012 0.29 0.012 Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( %) (ft) (ft) (f /s) (f/s) (cfs) (cfs) (ft) 1* 337.39 334.76 0.112 0.89 1.39 2* 334.76 333.80 1.082 1.38 1.41 3* 335.84 333.80 0.601 1.39 1.41 4* 333.80 332.16 0.565 2.09 2.09 5 331.71 331.11 0.177 2.63 2.85 6 331.11 330.49 0.236 2.94 2.96 7 330.49 329.72 0.264 3.06 3.06 8 329.72 329.32 0.270 3.13 3.15 9 329.32 329.17 0.277 3.25 3.25 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years Runoff Computation for Analysis Frequency. 6.06 3.52 8.20 20.00 0.000 11.04 10.81 25.50 31.07 0.000 8.15 8.05 19.00 22.95 0.000 10.35 10.35 54.30 65.12 0.000 7.49 6.84 65.50 85.63 0.000 7.64 7.58 75.60 84.76 0.000 7.74 7.74 79.90 85.62 0.000 7.68 7.62 80.90 85.24 0.000 7.49 7.49 81.90 83.59 0.000 ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) A -1 0.0 0.00 10.00 0.00 0.00 8.200 8.200 A -2 0.0 0.00 10.00 0.00 0.00 17.300 17.300 A -3 0.0 0.00 10.00 0.00 0.00 19.000 19.000 A -4 0.0 0.00 10.00 0.00 0.00 9.800 9.800 A -5 0.0 0.00 10.00 0.00 0.00 11.200 11.200 A -6 0.0 0.00 10.00 0.00 0.00 10.100 10.100 A -7 0.0 0.00 10.00 0.00 0.00 4.300 4.300 A -8 0.0 0.00 10.00 0.00 0.00 1.000 1.000 A -9 0.0 0.00 10.00 0.00 0.00 1.000 1.000 Winstorm Analysis 100 Year; Page 2 of 4 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) A -1 A -2 A -3 A -4 A -5 A -6 A -7 out A -8 A -9 OUT JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 JnctBx 0.000 Outlt 0.000 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.00 0.00 10.00 0.00 10.00 0.00 10.00 0.00 0.00 0.00 10.00 0.00 10.00 0.00 10.00 Conveyance Configuration Data 0.00 8.200 11.64 25.500 0.00 19.000 11.64 54.300 11.64 65.500 11.64 75.600 11.64 79.900 0.00 0.000 11.64 80.900 11.64 81.900 11.64 81.900 0.00 8.200 0.00 25.500 0.00 19.000 0.00 54.300 0.00 65.500 0.00 75.600 0.00 79.900 0.00 0.000 0.00 80.900 0.00 81.900 0.00 81.900 Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) ( %) 1 A -1 A -2 336.50 333.37 Circ 1 0.00 2.00 470.00 0.67 0.012 2 A -2 A -4 333.37 332.39 Circ 1 0.00 2.00 61.00 1.61 0.012 3 A -3 A -4 334.45 332.39 Circ 1 0.00 2.00 235.00 0.88 0.012 4 A -4 A -5 331.71 330.07 Circ 1 0.00 3.00 202.00 0.81 0.012 5 A -5 A -6 329.07 328.26 Circ 1 0.00 4.00 267.60 0.30 0.012 6 A -6 A -7 328.16 327.53 Circ 1 0.00 4.00 212.40 0.30 0.012 7 A -7 A -8 327.43 326.69 Circ 1 0.00 4.00 244.50 0.30 0.012 8 A -8 A -9 326.59 326.17 Circ 1 0.00 4.00 140.00 0.30 0.012 9 A -9 OUT 326.07 325.92 Circ 1 0.00 4.00 52.00 0.29 0.012 Conveyance Hydraulic Computations. Tailwater = 332.500 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( %) (ft) (ft) (f /s) (f /s) (cfs) (cfs) (ft) 1* 337.52 336.44 0.112 2* 336.44 335.78 1.082 3* 337.19 335.78 0.601 4* 335.78 334.64 0.565 5 334.64 334.17 0.177 6 334.17 333.67 0.236 7 333.67 333.02 0.264 8 333.02 332.64 0.270 9 332.64 332.50 0.277 0.89 2.00 6.06 2.61 8.20 20.00 0.000 1.38 2.00 11.04 8.12 25.50 31.07 0.000 1.39 2.00 8.15 6.05 19.00 22.95 0.000 2.09 3.00 10.35 7.68 54.30 65.12 0.000 2.63 4.00 7.49 5.21 65.50 85.63 0.000 2.94 4.00 7.64 6.02 75.60 84.76 0.000 3.06 4.00 7.74 6.36 79.90 85.62 0.000 3.13 4.00 7.68 6.44 80.90 85.24 0.000 3.25 4.00 7.49 6.52 81.90 83.59 0.000 END Winstorm Analysis 100 Year; Page 3 of 4 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Tailwater set to uniform depth elevation = 329.17(ft) Runoff Frequency of: 100 Years Winstorm Analysis 100 Year; Page 4 of 4