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WCS\\FINAL\\03047.04\\DEC 2004 ANOD R041217_FLOODPLAIN RPT.DOC APPENDIX A DRAINAGE CALCULATIONS APP A-51 REVISION 3 17 DECEMBER 2004

wcs FHH Nov-05 PAGE 1OF1 DRAINAGE CALCULATIONS 500 YEAR STORM CALCULATIONS REF: DEPTH-DURATION FREQUENCY OF PRECIPITATION FOR TEXAS, WH ASQUITH, WATER RESOURCES INVESTIGATIONS REPORT 98-4044, U.S GEOLOGICAL SURVEY, 1998 (98-4044)

GENERALIZED LOGISTIC DISTRIBUTION Xd(F)= ~+a I K'{l - ((1-F)/ FY K} Ea 10, 98-4044 WHERE:

Xd(F)= PRECIPITATION DEPTH FORA GIVEN FOR 500 YEAR STORM Xd(F)= 9 24 FREQUENCY

~. a, andK ' = LOCATION, SCALE AND SHAPE PARAMETERS FOR THE GLO DIST.

~== 1.93 a== 0.55 K' = -0.22 F= 0 998 F= ANNUAL NONEXCEEDANCE PROBABILITY FIGURE 18, 98-4044 FIGURE 32, 98-4044 FIGURE 46, 98-4044 INCHES APPA-52

Synthetic Rainfall Distributions and Rainfall Data Sources The highest peak discharges from small watersheds in the United States are usually caused by intense, brief rainfalls that may occur as distinct events or as part of a longer storm. These intense rainstorms do not usu-ally extended over a large area and intensities vary greatly. One common practice in rainfall-runoff analy-sis is to develop a synthetic rainfall distribution to use in lieu of actual storm events. This distribution in-cludes maximum rainfall intensities for the selected design frequency 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 time of concentration (Tc) for the watershed. In a hydrograph created with NRCS procedures, the duration of rainfall that directly contributes to the peak is about 170 percent of the Tc. For example, the most intense 8.5-minute rainfall period would contribute to the peak discharge for a watershed with a Tc of 5 minutes. The most intense 8.5-hour period would contribute to the peak for a watershed with a 5-hour Tc.

Different rainfall distributions can be developed for each of these watersheds to emphasize the critical rainfall 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 distributions having "nested" rainfall intensities was developed. The set "maximizes" the rainfall intensities by incorporating selected short duration intensities within those needed for longer durations at the same probability level.

For the size of the drainage areas for which NRCS usually provides assistance, a storm period of 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months was chosen the synthetic rainfall distributions. The 24-hour storm, while longer than that needed to deter-mine peaks for these drainage areas, is appropriate for determining runoff volumes. Therefore, a single storm duration and associated synthetic rainfall distribution can be used to represent not only the peak discharges but also the runoff volumes for a range of drainage area sizes.

Figure B-1 SCS 24-hour rainfall distributions Time (hours)

The intensity of rainfall varies considerably during a storm as well as geographic regions. To represent various regions of the United States, NRCS developed four synthetic 24-hour rainfall distributions (I, IA, II, and III) from available National Weather Service (NWS) duration-frequency data (Hershfield 1061; Frederick et al., 1977) or local storm data. Type IA is the least intense and type II the most intense short duration rainfall. The four distributions are shown in figure B-1, and figure B-2 shows their approximate geographic boundaries.

Types I and IA represent the Pacific maritime climate with wet winters and dry summers. Type III represents Gulf of Mexico and Atlantic coastal areas where tropi-cal storms bring large 24-hour rainfall amounts. Type II represents the rest of the country. For more precise distribution boundaries in a state having more than one type, contact the NRCS State Conservation Engi-neer.

(210-VI-TR-55, Second Ed., June 1986)

B-1 APPA-53

Figure B-2 Approximate geographic boundaries for NRCS (SCS) rainfall distributions Rainf"all data sources This section lists the most current 24-hour rainfall data published by the National Weather SeIVice (NWS) for various parts of the cowttry. Because NWS Technical Paper 40 (TP-40) is out of print, the 24-hour rainfall maps for areas ea.5t of the 105th meridian are included here as figures B-3 through B-8. For the area generally west of the l05th meridian, TP-40 has been superseded by NOAA Atlas 2, the Precipitation-Frequency Atlas of the Western United St.ates, published by the National Ocean and Atmospheric Administration.

East of 105th meridian Hershfield, D.M. 1961. Rainfall frequency atlas of the United States for durations from 30 minutes to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months and return periods from 1 to 100 years. U.S.

Dept. Commerce, Weather Bur. Tech. Pap. No. 40.

Washington, DC. 155 p.

West of 105th meridian Miller, J.F., R.H. Frederick, and R.J. Tracey. 1973.

Precipitation-frequency atlas of the Western United St.ates. Vol I Montana; Vol. 11, Wyoming; Vol ID, Colo-rado; Vol IV, New Mexico; Vol V, Idaho; Vol VI, Utah; Vol VII, Nevada; Vol. V111, Ar.iwna; Vol. IX, Washing-ton; Vol. X, Oregon; Vol. XI, California. U.S. Dept. of Commerce, National Weather SeIVice, NOAA Atlas 2.

Silver Spring, MD.

Alaska Miller, Jolm F. 1963. Probable maximwn precipitation and rainfall-frequency data for Alaska for areas to 400 square miles, durations to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months and return periods from 1 to lOOyears. U.S. Dept. of Commerce, Weather Bur. Tech. Pap. No. 47. Washington, DC. 69 p.

Hawaii Weather Bureau. 1962. Rainfall-frequency atlas of the Hawaiian Islands for areas to 200 square miles, dura-tions to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months and return periods from 1 to 100 years. U.S. Dept Commerce, Weather Bur. Tech. Pap.

No. 43. Washington, DC. 60 p.

Puerto Rico and Virgin Islands Weather Bureau. 1961. Generalized estimates of prob-able maximum precipitation and rahlfall-frequency data for Puerto Rico and Virgin Islands for areas to 400 square miles, durations to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months , and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 42. Washington, DC. 94 P.

B--2 (210.VI-TR-55, Second Ed., June 1986)

APPA-54

Figure B-3 2-year, 24-hr rainfall U.S. DEPARTMENT OF AGRICULTURE Figure B-4 5-year, 24-hour rainfall U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 2-Year 24-Hour Rainfall (Inches)

Raflfal*°"lne RU!fl.I lso-lile half unit FIM!fal..,.lne(~)

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Aile,. Equal Area Projodion (210-VI-TR-55, Second Ed, June 1986)

APPA-55 B-3

Figure B-5 10-year, 24-hour rainfall U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 10-Year 24-Hour Rainfall (Inches) 4

loo-linelUllfunlt

(~)

8 A'*' Equal Al'M Projection Figure B-6 26-year, 24-hour rainfall U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 25-Year 24-Hour Rainfall (inches)

_____ I_

_ Aalnfall llO-tlne half 1.111t Re'1folllol>-llno (doplffllon)

(210-VI-TR-55, Second Ed., June 1986)

APPA-56

Figure B-7 50-year, 24-hour rainfall U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 50-Year 24-Hour Rainfall (Inches) 5

Rai1111l lao-llne

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--- AaWlll-(dopream) 10 Figure B-8 100-year, 24-hour rainfall U.S. DEPAIHMENT OF AGRIC\\JL TURE NATURAL RESOURCES CONSERVATION SERVICE 100-Year 24-Hour Rainfall (lncbes)

Ra~flil ilcHlne Aatnfe.11 llo*llM helf unit

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APPA-57

-,.-.ii lii!JOl!!!J,,..Jt"""'"""'°......-~--------- -- - ~-

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I Exhibit 3.

100-YEAR 24-HOUR RAINFALL (I NCHES)

(Sh e et 6 o f 6)

APPA-58 Ref:

Weather Bureau TP No. 40

wcs FHH Dec-04 PAGE 1OF1 DRAINAGE CALCULATIONS 500 YEAR STORM CALCULATIONS REF: DEPTH-DURATION FREQUENCY OF PRECIPITATION FOR TEXAS, W.H. ASQUITH, WATER RESOURCES INVESTIGATIONS REPORT 98-4044, U.S. GEOLOGICAL SURVEY, 1998 (98-4044)

GENERALIZED LOGISTIC DISTRIBUTION Xd(F)= ~ + a I K {I - [(I - F) IF]"' K} EQ. 1 o, 98-4044 WHERE:

Xd(F)= PRECIPITATION DEPTH FOR A GIVEN FOR 500 YEAR STORM Xd(F)= 8.71 FREQUENCY q,a,andK = LOCATION, SCALE AND SHAPE PARAMETERS FOR THE GLO DIST.

q = 1.93 a= 0.55 K = -0.20 F= 0.998 F= ANNUAL NONEXCEEDANCE PROBABILITY FIGURE 18, 98-4044 FIGURE 32, 98-4044 FIGURE 46, 98-4044 INCHES APPA-59

Figure 18 EXPLANATION 2.75-Line of equal location parameter-Interval 0.25 inch. Hachures indicate depression 0

so 100 150 200 MILES Figure 18. Location(~) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.

36 Depth-Duration Frequency of Precipitation for Texas APPA-60

Figure 32 EXPLANATION 0.50- Line of equal scale parameter-Interval 0.05 and 0.10 inch 0

50 100 150 200 MILES Figure 32. Scale (ex) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.

50 Depth-Duration Frequency of Precipitation for Texas APP A-61

Figure 46 EXPLANATION

-~.20- Line of equal shape parameter-Interval 0.05 inch 0

50 100 150 200 MILES Figure 46. Shape (K) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.

64 Depth-Duration Frequency of Precipitation for Texas APPA-62

wcs FHH Dec-04 PAGE 1OF3 DRAINAGE CALCULATIONS PMP CALCULATIONS REF: HYDROMETEOROLOGICAL REPORT NO. 51, PROBABLE MAXIMUM PRECIPITATION ESTIMATES, UNITED STATES EAST OF THE 105TH MERIDIAN, NATIONAL WEATHER SERVICE, 1978 (HMR 51)

NOAA HYDROMETEOROLOGICAL REPORT NO. 52, APPLICATION OF PROBABLE MAXIMUM PRECIPITATION ESTIMATES - UNITED STATES EAST OF THE 105TH MERIDIAN, NATIONAL WEATHER SERVICE, 1982 (HMR 52)

AREA-DEPTH-DURATION FROM HMR 51 DURATION (HR)

AREA 6

12 24 48 72 SQ.Ml.

10 25.0 30.5 35.0 39.0 40.5 25 23.2 28.1 32.5 36.6 38.2 50 21.9 26.1 30.3 34.5 36.2 100 20.1 24.0 28.1 32.2 34.0 175 18.8 22.3 26.3 30.2 32.3 300 17.1 20.4 24.4 28.2 30.2 450 15.7 19.0 22.9 26.9 28.8 700 14.2 17.4 21.1 25.0 27.0 1000 13.0 16.1 19.6 23.5 25.0 FROM CURVE AREA 18-HR SQ.Ml.

DURATION 10 33.0 25 30.6 50 28.5 100 26.4 175 24.7 300 22.8 450 21.3 700 19.6 1000 18.1 APPA-63

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wcs FHH Dec-04 PAGE 2 OF 3 DRAINAGE CALCULATIONS FIRST THREE SIX HOURS AREA 1

2 3

SQ.Ml.

10 25.0 5.5 2.5 25 23.2 4.9 2.5 50 21.9 4.2 2.4 100 20.1 3.9 2.4 175 18.8 3.5 2.4 300 17.1 3.3 2.4 450 15.7 3.3 2.3 700 14.2 3.2 2.2 1000 13.0 3.1 2.0 FROM GRAPH AREA 1

2 3

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10 24.99 5.50 2.53 25 23.50 4.62 2.51 50 21.90 4.20 2.48 100 20.10 3.86 2.44 175 18.60 3.63 2.40 300 17.00 3.42 2.35 450 15.70 3.30 2.29 700 14.20 3.18 2.20 1000 13.00 3.08 2.02 6-HR INC. PRECIP. DEL TA PRECIP (IN.}

(IN.}

1 24.99 24.99 2

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37.00 1.00 7

38.00 1.00 8

39.00 1.00 9

39.50 0.50 10 40.00 0.50 11 40.30 0.30 12 40.50 0.20 APPA-64

wcs FHH Dec-04 DRAINAGE CALCULATIONS TEMPORAL DISTRIBUTION INTERVAL SEQUENCE A (HR)

Oto6 6to12 12 to 18 18 to 24 24 to 30 30to 36 36 to 42 42 to 48 48 to 54 54 to60 60 to 66 66 to 72 0.20 0.30 0.50 0.50 1.00 1.00 1.00 2.53 24.99 5.50 1.98 1.00 SEQUENCE B 0.30 0.50 1.00 1.00 24.99 5.50 2.53 1.98 1.00 1.00 0.50 0.20 APPA-65 PAGE 3 OF 3

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APPENDIX B HEC-HMS MODEL FOR THE CALCULATION OF THE 100-YEAR PEAK DISCHARGES WCSIFINAL\\03047.04\\0EC 2004 ANOO R041217 _FLOOOPLAIN RPT.OOC APPA-69 REVISION 3 17 DECEMBER 2004

wcs DGD Dec-03 PAGE 1OF1 PLAYA ELEVATION. STORAGE, OUTFLOW ELEVATION AND STORAGE ELEV.

AREA DELTA E AVERAGE STORAGE CUMULATIVE AREA VOLUME STORAGE MSL SQ. FT FT.

SQ FT.

CU. FT CU. FT AC-FT 3478 402878 0

0 0

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6247779.5 3486 8734602 12495559 19904692 457 2

10261979 3488 11789356 20523958 40428650 928 OUTFLOW WEIR EQUATION Q= C*L *H"3/2 WHERE:

Q= FLOW, CFS C= WEIR COEFFICIENT L= HORIZONTAL LENGTH, FT H= HEAD ON WEIR, FT ASSUME TOP OF PLAYA IS ELEVATION 3486 LENGTH OF 3486 CONTOUR IS 241 FT.

HEAD Cw Q

FT CU FT./SEC 0.5 3.58 305 1.0 3.58 863 1.5 3.58 1585 2.0 3.56 2427 NOTE: Cw IS FROM WATER-RESOURCES ENGINEERING, LINSLEY AND FRANZINI APPA-70

Meteorologic Model Input APP A-71

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HMS
Summary of Results Project wcs RunName Rl/22/04 Start of Run End. of Run Execution Time OlDecOO 0000 02Dec00 0000 29Jan04 1349 Hydrologic Discharge Element Peak (cfs)
Subbasin-4 297.60 01 Reach-2 297.60 01 Subbasin-2 440.24 01 pl a ya o.o 30 Reach-1 o.o 30 Subbasin-lA 256.61 01 Reach-lA 256.61 01 Subbasin-lB 174.42 01 Junction-lA 324.86 01 Reach-lB 324.86 01 Subbasin-3 86.653 01 Junction-1 364.05 01 Reach-3 364.05 01
~ubbasin-5A 118.86 01 mction-2 686.69 01 Reach-4 686.69 01 Subbasin-5B 128.06 01 Junction-3 790.00 01 Reacb-5 790.00 01 Subbasin-6 54.403 Ol.
Junction-4 803.31 01 Reach-6 803.31 01 Subbasin-7 43.582 01 Junction-5 841.14 01 Basin Model Met. Model Control Specs Time of Peak Dec 00 1235 Dec 00 1250 Dec 00 1305 Nov 00 2400 Nov 00 2400 Dec 00 1328 Dec 00 1345 Dec 00 1241 Dec 00 1332 Dec 00 1335 Dec 00 1241 Dec 00 1326 Dec 00 1343 Dec 00 1234 Dec 00 1255 Dec 00 1316 Dec 00 1251 Dec 00 1314 Dec 00 1328 Dec 00 1225 Dec 00 1328 Dec 00 1328 Dec 00 1304 Dec 00 1327 APPA-84 lOOYrAMl/22/04 MetlOO Year Control 1 Volume Drainage (ac Area ft)
(sq mi) 49.246 0.490 48.953 0.490 i05.39 1.063 o.o 1.063 0.0 1.063 73.~08 0.691 73.298 0.691 31.477 0.314 104.77 1.005 104.65 1.005 15.638 0.156 120.28 2.224 119.45 2.224 19.306 0.192 187.71 2.906 186.08 2.906 26.440 0.265 212.52 3.171 211.28 3.171 7.4715 0.074 218.75 3.245 218.75 3.245 10.316 0.104 229.07 3.349
HEC-HMS Project: WCS Basin Model:
APPA-85
60 60 60 60 60 60 60 60 65 44 39 53 30 44 38 64 APPA-86 0.0 0.0 0.0 00 0.0 0.0 0.0 I
0.0-1
APPA-87
APPENDIX C HEC-RAS MODEL FOR THE CALCULATION OF THE 100-YEAR WATER SURFACE PROFILE WCS\\FlNAL\\03063\\RENEWAL APPLICATION\\
ATTACHMENT ll.F\\R040209_ATT 11.F _FLOOD PLAINfh.DOC APPA-88 REVISIONO 9 FEBRUARY 2004
HEC.RAs Plan: 100YR Riwr: Ditdl A Reacll: 5 257.00 3477.00 3477.76 1.09 640.51 150.30 266.62 0.39 257.00
$46.00 3470.06 3470.03 1.06 3470.31 0.01659-4 3.96 433.62 551.32
&U7 117.70 0.93 257.00
$469.00 3470.06 3470.03 1.06 3470.31 0.01659'4 3.96 433.62 551.32 64.97 117.70 0.93 257.00
$469.00 3470.06 3470.03 1.06 3470.31 0.01659-4 3.96 433.62 551.32 64.97 117.70 0.93 257.00 3-469.00 3470.06 3470.03 1.06 3470.31 0.01659-4 3.96 433.62 551.32 64.97 117.70 0.93 257.00 3464.00 3-465.38 3465.18 1.38 3465.56 0.008826 3.45 467.13 566.43 74.55 101.30 0.71 257.00 3464.00 3465.38 3-465.18 1.38 3465.56 0.008826 3.45 487.13 588.43 74.55 101.30 0.71 257.00 3464.00 3465.38
$465.1&
1.38 3465.56 0.008826 3.45 487.13 588.43 74.55 101.30 0.71 257.00
$464.00 3465.38 3-465.18 1.38 3465.56 0.008826 3.45 487.13 588.43 74.55 101.30 0.71 257.00 3456.00 3456.67
$456.67 0.67 3456.87 0.022674 3.57 427.42 615.18 71.89 187.78 1.02 257.00 3456.00 3456.87 3456.67 0.67 3456.87 0:022674 3.57 427.42 615.18 71.89 187.78 1.02 257.00 3456.00 3456.67 3456.67 0.67 3456.87 0.022674 3.57 427.42 615.18 71.89 187.78 1.02 257.00 3-456.00 3-456.67 3456.67 0.67 3456.87 0.022674 3.57 427.42 615.18 71.89 187.76 1.02 325.00 3450.00 3451.19 3450.87 1.19 3451.26 0.004338 2.13 482.85 733.87 152.62 250.83 0.48 325.00 3450.00 3451.19 3450.87 1.19 3451.26 0.004338 2.13 482.85 733.87 152.62 250.83 0.48 325.00 3450.00 3451.19 3450.87 1.19 3451.26 0.004338 2.13 482.85 733.67 --152.62 250.83 0.48 325.00 3450.00 3451.19 3450.87 1.19 3451.26 0.004338 2.13 482.85 733.67 152.62 250.83 0.48 325.00 3<<5.00 3446.12 1.12 3446.32 0.014428 3.57 482.15 652.03 91.07 169.88 0.86 325.00 3<<5.00 3446.12 3446.04 1.12 3446.32 0.014428 3.57 482.15 652.03 91.07 169.88 0.86 325.00 3446.12 3446.04 1.12 3446.32 0.014428 3.57 482.15 652.03 91.07 0.86 325.00 3<<5.00 3446.12 3446.04 1.12 3446.32 0.014428 3.57 482.15 652.03 91.07 169.88 0.86 325.00 34<4().00 3<<1.25 3<<0.85 1.25 3441.30 0.002988 1.64 507.15 781.10 176.81 273.95 O.Ml 325.00 3440.00 3441.25 3440.85 1.25 3441.30 0.002988 1.64 507.15 781.10 176.81 273.95 O.Ml 325.00 34Ml.OO 3<<1.25 34Ml.85 1.25 0.002988 1.64 507.15 781.10 176.81 273.95 O.Ml 325.00 3<<0.00 3441.25 3440.85 1.25 3441.30 0.002988 1.64 507.15 781.10 176.81 273.95 0.40 325.00 3437.80 3438.44 3-438.4-4 0.64 0.022265 3.64 350.26 574.17
~9.29 223.91 1.02 325.00 3437.80 3438.44 3438.44 0.64 3438.64 0.022265 3.64 350.26 574.17 89.29 223.91 1.02 325.00 3437.80 3438.44 3438.44 0.64 3438.64 0.022265 3.64 350.26 574.17 89.29 223.91 1.02 325.00 3437.80 3438.44 3-438.44 0.64 3438.64 0.022265 3.64 350.26 574.17 89.29 223.91 1.02 364.00 3435.00 3438.09 3435.67 1.09 3436.12 0.001631 1.28 419.36 910.46 264.83 491.10 0.29 364.00 3435.00 3436.09 3435.87 1.09 3436.12 0.001631 1.28 419.36 910.46 264.83 491.10 0.29 364.00 3435.00 3436.09 3435.67 1.09 3436.12 0.001631 1.28 419.36 910.46 264.83 491.10 0.29 364.00 3435.00 3436.09 3435.67 1.09 3436.12 0.001631 128 419.36 910.46 264.83 491.10 0.29 887.00 3430.00 3430.46 3430.46 0.46 3430.87 0.022292 3.65 817.89 1287.51 188.06 469.82 1.02 687.00 3430.00 3430.46 3430.46 0.46 3430.67 0.022292 3.65 817.89 1287.51 188.06 469.62 1.02 687.00 3430.00 3430.46 3430.46 0.48 3430.67 0.022292 3.65 817.89 1287.51 188.08 469.62 1.02 687.00 3430.00 3430.46 3430.46 0.46 3430.67 0.022292 3.65 817.89 1287.51 188.06 469.62 1.02 687.00 3425.00 3426.02 3425.54 1.02 3426.05 0.001698 1.41 740.20 1479.77 488.85 739.57 0.31 687.00 3425.00 3426.02 3425.54 1.02 3426.05 0.001698 1.41
.74020 1C9.77 466.85 739.57 0.31 687.00 3425.00 3426.02 3425.54 1.02 3426.05 0.001698 1.41 7MJ.20
.1479.77 488.85 739.57 0.31 687.00 3425.00 3426.02 3425.54 1.02 3426.05 0.001698 1.41 740.20 1479.n 488.85 739.57 0.31 790.00 3420.00 3420.71 3420.71 0.71 3420.96 0.020617 4.01 571.82 974.07 196.80 Ml2.25 1.01 790.00 3420.00 3420.71 3420.71 0.71 3420.96 0.020617 4.01 571.82 974.07 196.80 402.25 1.01 790.00 3420.00 3420.71 3420.71 0.71 3420.96 0.020617 4.01 571.82 974.07 196.80 402.25 1.01 790.00 3420.00 3420.71 3420.71 0.71 3420.96 0.020617 4.01 571.82 974.07 196.80 402.25 1.01 790.00 3416.00 3418.92 3416.52 1.91 3416.96 0.002177 1.66 126.92 87025 493.43 743.33 0.35 790.00 3416.00 3416.92 3416.52 1.91 3416.96 0.002177 1.66 126.92 870.25 493.43 743.33 0.35 790.00 3416.00 3416.92 3416.52 1.91 3416.96 0.002177 1.66 126.92 870.25 493.43 743.33 0.35 790.00 3416.00 3-418.92 3416.52 3416.96 0.002177 1.66 126.92 870.25 493.43 743.33 0.35 790.00 3413.80 3414.32 3414.32 0.52 3414.51 0.022050
.3.36 185.72 786.06 226.05 600.34 0.99 790.00 3413.80 3414.32 3414.32 0.52 3414.51 0.022050 3.36 185.72 786.06 226.05 600.34 0.99 790.00 3413.80 3414.32 3414.32 0.52 3414.51 0.022050 3.36 185.72 786.06 226.05 600.34 0.99 790.00 3413.80 3414.32 3414.32 0.52 3414.51 0.022050 3.36 185.72 786.06 226.05 600.34 0.99 790.00 3409.00 3413.71 3412.70 4.71 3413.72 0.000067 0.99 176.53 629.07 1102.27 452.54 0.06 790.00 3409.00 3413.71 3412.70 4.71 3413.72 0.000067 0.99 176.53 629.07 1102.27 452.54 0.06 790.00 3409.00 3413.71 3412.70 4.71 3413.72 0.000067 0.99 176.53 629.07 1102.27 452.54 0.06 790.00 3<4()9.00 3413.71 3412.70 4.71 3413.72 0.000067 0.99 176.53 629.07 1102.27 452.54 0.08 Culvert 790.00 3408.90 3412.70 3412.70 3.80 3412.73 0.000281 1.71 64.13 515.36 662.35 431.23 0.16 790.00 3406.90 3412.70 3412.70 3.80 3412.73 0.000281 1.71 64.13 515.36 662.35 431.23 0.16 790.00 3406.90 3412.70 3412.70 3.80 3-412.73 0.000281 1.71 64.13 515.36 662.35 431.23 0.16 790.00 3408.90 3412.70 3412.70 3.80 3412.73 0.000281 1.71 64.13 515.36 662.35 431.23 0.16 803.00 3408.00 3408.49 3408.49 0.49 3408.70 0.021935 3.68 809.93 218.32 533.02 1.01 803.00 3408.00 3-408.49 3406.49 0.49 3-408.70 0.021974 3.66 276.94 809.87 218.19 532.93 1.01 803.00 3408.00 3408.49 3408.49 0.49 3408.70 0.021974 3.68 276.9-4 809.87 218.19 532.93 1.01 803.00 3Ml8.00 3408.49 3408.49 0.49 3408.70 0.0211174 3.68 276.94 809.87 218.19 532.93 1.01 641.00 3402.70 3-404.50 3-403.77 1.80 3404.54 0.001751 1.65 61-4.45 1554.00 511.24 626.40 0.32 APPA-89
APPA-90
FloodPlain.rep HEC~RAs Version 3.0.1 Mar 2001 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 x
x xxxxxx xxxx xxxx xx x
x x
x xxxxxxx x x x PROJECT DATA Project
Title:
WCS x x x x x xxxx x x xxxxxx Project File FloodPlain.prj x
x x
x x x x
xxxx Run Date and Time: 2/4/04 9:56:12 AM Project in English units Project
Description:
lOOyear PLAN DATA Plan
Title:
2-04-04MANY x
x x
x xxx xxxx x x x
x x
. x Plan File D:\\program files\\WCS\\FloodPlain.p21 Geometry
Title:
1-20-04SecRemoved x x x
x xxxxxx x
x x
x x
x xxxx x
x xxxx x x xxxxx Geometry File D:\\program files\\WCS\\FloodPlain.g03 100YrAM2-04-04Many Flow Title Flow File D:\\program files\\WCS\\FloodPlain.f21 Plan Summary Information:
Number of:
Cross Sections Culverts Bridges 18 1
0 Mulitple Openings
Inline Weirs Computational Information Water surface calculation tolerance Critical depth calculaton tolerance Maximum number of interations Maximum difference tolerance Flow tolerance factor Computation Options 0.01 0.01 20 0.3 0.001 Critical depth computed only where necessary 0
0 Conveyance Calculation Method: At breaks in n values only Friction Slope Method:
Average Conveyance Computational Flow Regime:
Mixed Flow Page 1 APP A-91
FloodPlain.rep FLOW DATA Flow
Title:
100YrAM2-04-04Many Flow File D:\\program files\\WCS\\FloodPlain.f21 Flow Data (cfs)
River Reach RS 100 Yr.-WS3404.5 100 Yr.-WS3407 Ditch A 5
12674 257 Ditch A 5
9690 325 Ditch A 5
7253 364 Ditch A 5
6343 687 Ditch A 5
4221 790 Ditch A 5
1888 803 Ditch A 5
1060 841 Boundary Conditions River Reach Profile stream Ditch A s
100 Yr.-WS3404. 5
= 3404.S Ditch A 5
ioo Yr.-WS3405 ws - 3405 Ditch A 5
100 Yr.-WS3406 ws.. 3406 Ditch A 5
100 Yr.-WS3407 ws = 3407 GEOMETRY DATA Geometry
Title:
1-20-04SecRemoved Geometry File D:\\program files\\WCS\\FloodPlain.g03 CROSS SECTION REACH: 5 lNPUT
==
Description:==
Sta.
Station Elevation Sta Elev 100 3482 964 3482 Manning's n Values Sta n Val RIVER: Ditch A RS: 12674 12674 Data num=
6 Sta Elev Sta 380 3478 560 num=-
3 Sta n Val Sta Elev 3477 n Val Page.2 APPA-92 257 325 364 687 790 803 841 Sta 635 100 Yr;.-WS3405 100 Yr.-WS3406 257 257 325 325 364 364 687 687 790 790 803 803 841 841 Upstream Down Critical Known WS Critical Known Critical Known Critical Known Elev Sta Elev 3478 761 3480
FloodPlain.rep 100
.033 380
.033 635
.033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr.
Expan.
380 635 1206 1337 1433
.1
.3 CROSS SECTION OUTPUT Profile #100 Yr.-WS3405 E.G. Elev (ft) 3478.13 Element Left OB Channel Right OB Vel Head (ft) 0.05 Wt. n-Val.
0.033 0.033 0.033 w.s. Elev (ft) 3478.09 Reach Len. (ft) 1206.00 1337.00 1433.00 Cr it w.s. (ft) 3477.76 Flow Area (sq ft) 0.27 149.79 0.24 E.G. Slope (ft/ft) 0.002948 Area (sq ft) 0.27 149.79 0.24 Q Total (cfs) 257.00 Flow (cfs) 0.08 256.85 0.07 Top Width (ft) 266.62 Top Width (ft) 6.12 255.00 5.51 Vel Total (ft/s)
1. 71 Avg. VeL (ft/s) 0.30
1. 71 0.30 Max Chl Dpth (ft) 1.09 Hydr. Depth (ft) 0.04 0.59 0.04 Conv. Total (cfs) 4733.3 Conv. (cfs) 1.5 4730.5 1.3 Length Wtd. (ft) 1336.99 Wetted Per. (ft) 6.12 255.01 5.51 Min Ch El (ft) 3477.00 Shear (lb/sq ft) 0.01 0.11 0.01 Alpha
1. 01 Stream Power (lb/ft s) 0.00 0.19 0.00 Frctn Loss (ft) 7.80 Cum Volume (acre-ft) 9.42
58. 71 1.69 C & E Loss (ft) 0.02 Cum SA (acres) 11.65 95.98 1.54 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 11337 INPUT
==
Description:==
Sta. 11337 Station Elevation Data num=
8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3477 315 3474 392 3472 435 3470 499 3469 550 3470 591 3472 694 3474 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 435
.033 550
.033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr.
Expan.
435 550 545 400 332
.1
.3 Page 3 APPA-93
.FloodP lain. rep CROSS SECTION OUTPUT Profile #100 Yr.-WS3405 E.G. Elev (ft) 3470.31 Element Left OB Channel Right OB Vel Head (ft) 0.24 Wt. n-Val.
0.033 0,033
0. 033 *.
w.s. Elev (ft) 3470.06 Reach Len. (ft) 545.00 400.00 332.00 Cr it w.s. (ft) 3470.03 Flow Area (sq ft) 0.04 64.88 0.04 E.G. Slope (ft/ft) 0.016594 Area (sq ft)
0. 04 64.88 0.04 Q Total (cfs) 257.00 Flow (cfs) 0.03 256.95 0.02 Top Width (ft) 117. 70 Top Width (ft)
1. 38 115.00 1.32 Vel Total <ft/s) 3.96 Avg. Vel. (ft/s) 0.59 3.96 0.59 Max Chl Dpth (ft) 1.06 Hydr. Depth (ft) 0.03 0.56 0.03 Conv. Total (cfs) 1995.1 Conv. (cfs) 0.2 1994.7 0.2 Length Wtd. (ft) 400.00 Wetted Per. (ft)
1. 38 115. 02 1.32 Min Ch El (ft) 3469.00 Shear (lb/sq ft) 0.03 0.58 0.03 Alpha 1..00 Stream Power (lb/ft s) 0.02 2.31 0.02 Fr ctn Loss (ft)
4. 72 Cum Volume (acre-ft) 9.42 55.42 1.68 C & E Loss (ft) 0.02 Cum SA {acres) 11.55 90.30 1.43 Warning: The energy loss was greater than 1.0 ft (0.3 m). between the.current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 10937 INPUT
==
Description:==
Sta. 10937 Station Elevation Data Sta Elev Sta 100 3470 351 543 3464
.609 Manning's n Values Sta n Val Sta 100
.033 428 Bank Sta: Left Right 428 609 CROSS SECTION OUTPUT E.G. Elev (ft)
Vel Head (ft) w.s. Elev (ft) num=
9 Elev Sta Elev Sta 3468 428 3467 465 3466 683 3468 811 num=
3 n Val Sta n Val
.033 609
.033 Lengths: Left Channel Right 445 729 649 Profile #100 Yr.-WS3405 3465.56 0.18 3465.38 Element Wt. n-Val.
Reach Len. (ft)
Page 4 APPA~94 Elev Sta 3466 536 3472 Coeff Contr.
. 1 Left OB 729.00 Elev 3464 Expan.
.3 Channel Right OB 0. 033 649. 00 445.00
FloodPlain.rep Cr it w.s. (ft) 3465.18 Flow Area (sq ft) 74.55 E.G. Slope (ft/ft) 0.008826 Area (sq ft) 74.55 Q Total (cfs) 257.00 Flow (cfs) 257.00 Top Width (ft) 101. 30 Top Width (ft) 101. 30 Vel Total (ft/s) 3.45 Avg. Vel. (ft/s) 3.45 Max Chl Dpth (ft) 1.38 Hydr. Depth (ft) 0.74 Conv. Total (cfs) 2735.6 Conv. (cfs) 2735.6 Length Wtd. (ft) 649.00 Wetted Per. (ft) 101.34 Min Ch El (ft).
3464.00 Shear (lb/sq ft) 0.41 Alpha 1.00 Stream Power (lb/ft s) 1.40 Frctn Loss (ft) 8.69 Cum Volume (acre-ft) 9.42 54.78 1.68 C & E Loss (ft) 0.00 Cum SA (acres) 11.54 89.31 1.43 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 10288 INPUT
==
Description:==
Sta. 10288 Station Elevation Data Sta Elev Sta 100 3464 177 519 3456 662 947 3462 989 Manning's n Values Sta n Val 100
. 033 Bank Sta: Left 298 Sta 298 Right 857 CROSS SECTION OUTPUT E.G. Elev (ft)
Vel Head (ft) w.s. Elev (ft)
Cr it w.s. (ft)
E.G. Slope (ft/ft) num=
12 Elev Sta Elev Sta 3462 238 3460 298 3457 778 3457.1 857 3464 num=
3 n Val Sta n Val
.033 857
.033 Lengths: Left Channel Right 633 552 598 Profile #100 Yr.-WS3405 3456.87 Element 0.20 Wt. n-Val.
3456.67 Reach Len. (ft) 3456.67 Flow ArE:ia (sq ft) 0.022674 Area (sq ft)
Page 5 APPA-95 Elev Sta 3458 493 3458 903 Coeff Contr.
.1 Left OB 552.00 Elev 3456 3460 Expan.
.3 Chann.el 0.033 598.00 71.89 71.89 Right OB 633.00
FloodPlain.rep
Q Total (cfs) 257.00 Flow (cfs) 257.00 Top Width (ft) 187.76 Top Width (ft) 187.76 Vel Total (ft/s) 3.57 Avg. Vel. (ft/s) 3.57 Max Chl Opth (ft) 0.67 Hydr.
Depth (ft) 0.38 Conv. Total (cfs) 1706.8 Conv. (cfs) 1706.B Length Wtd. (ft) 598.00 Wetted Per. (ft) 187. 77 Min Ch El (ft) 3456.00 Shear (lb/sq ft) 0.54 Alpha 1.00 Stream Power (lb/ft s)
1. 94 Fr ctn Loss (ft) 4.. 59 Cum Volume (acre-ft) 9.42 53.69 t.68 C & E Loss (ft) 0.04 Cum SA (acres) 11.54 87.16 1.43 Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 ml. between the current and previous er oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to ndicates critical depth, the calculated water surface ~ame back below critical depth.
This i that there is not a valid subcritical answer.
The program defaulted to critical dep th.
CROSS SECTION REACH: 5 INPUT
==
Description:==
Sta.
Station Elevation Sta Elev 100 3454.5 799 3452 Manning's n Values Sta n Val 100
.033 RIVER: Ditch A RS: 9690 9690 Data num=
8 Sta Elev Sta 202 3454 381 897 3454 1010 num=
3 Sta n Val Sta 381
.033 799 Elev Sta 3452 632 3458 n Val
.033 Bank Sta: Left Right Lengths: Left Channel
. Right 381 799 639 681 658 CROSS SECTION OUTPUT Profile ilOO Yr.-WS3405 E.G. Elev (ft) 3451.26 Element Vel Head (ft) 0.07 Wt. n-Val.
Page 6 APPA-96 Elev Sta Elev 3450 638 3450
coeff Contr.
Expan.
.1
.3 Left OB Channel Right OB 0.033
FloodPlain.rep w.s. Elev (ft) 3451.19 Reach Len. (ft) 639.00 681.00 658.oo Cr it w.s. (ft) 3450.87 Flow Area (sq ft) 152.62 E.G. Slope (ft/ft) 0.004338 Area (sq ft) 152.62 Q Total (cfs) 325.00 Flow (cfs) 325.00 Top Width (ft) 250.83 Top Width (ft) 250.83 Vel Total (ft/sJ 2.13 Avg. Vel. (ft/s) 2.13 Max Chl Dpth (ft) 1.19 Hydr. Depth (ft) 0.61 Conv. Total (cfs) 4934.2 Conv. (cfs) 4934.2 Length Wtd. (ft) 681.00 Wetted Per. (ft) 250.84 Min Ch El (ft) 3450.00 Shear (lb/sq ft) 0.16 Alpha 1.00 Stream Power (lb/ft s) 0.35 Fr ctn Loss (ft) 4.93 Cum Volume (acre-ft) 9.42 52.14 1.68 C & E Loss (ft) 0.01 Cum SA (acres) 11.54 84.15 1.43 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 9009 INPUT
==
Description:==
Sta. 9009 Station Elevation Data Sta Elev Sta 100 3452 203 637 3446 892 Manning's n Values Sta n Val Sta 100
.033 325 Bank Sta: Left 325 Right 892 CROSS SECTION OUTPUT
E.G. Elev (ft)
Vel Head (ft) w.s. Elev (ft)
Cr it w.s. (ft)
E.G. Slope (ft/ft) num=
9 Elev Sta Elev Sta 3450 325 3448 492 3448 1007 3450 1124 num=
3 n Val Sta n Val
.033 892
.033 Lengths: Left Channel Right 794 898 879 Profile 1100 Yr.-WS3405 3446.32 Element 0.20 Wt. n-Val.
3446.12 Reach Len. (ft) 3446.04 Flow Area (sq ft) 0.014428 Area (sq ft)
Page 7 APPA-97 Elev Sta 3446 596 3452 Coeff Contr.
.1 Left OB 898.00 Elev 3445 Expan.
.3 Channel 0.033 879.00 91.07 91.07 Right OB 794.00
FloodPlain.rep Q Total (cfs) 325.00 Flow (cfs) 325.00 Top Width (ft) 169.88 Top Width (ft) 169.88 Vel Total (ft/s) 3.57 Avg. Vel. (ft/s) 3.57 Max Chl Dpth (ft) 1.12 Hydr. Depth (ft) 0.54 Conv. Total (cfs) 2705.7 Conv. (cfs) 2705.7 Length Wtd. (ft).
879.00 Wetted Per. (ft) 169.90 Min Ch El (ft) 3445.00 Shear (lb/sq ft) 0.48 Alpha
1. 00 Stream Power (lb/ft s)
1. 72 Fr ctn Loss (ft) 4.96 Cum Volume (acre-ft) 9.42 50.24 1.6.8 c & E Loss (ft) 0.04 Cum SA (acres)
11. 54 80.86 1.43 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti on19.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 8130 INPUT
==
Description:==
Sta. 8130 Station Elevation Data Sta Elev Sta 100 3448 303 852 3442 995 Manning's n Values Sta n Val 100
.033.
Bank Sta: Left 419 Sta 419 Right 852 CROSS SECTION OUTPUT E.G. Elev (ft)
Vel Head (ft) w.s. Elev (ft)
Cr it w.s. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft) num=
8 Elev
. Sta Elev Sta 3444 419 3442 654 3444 1104 3446 nurn=
3 n Val Sta n Val
.033 852
.033 Lengths: Left Channel Right 45Q 399 413 Profile tlOO Yr. -WS34 05 3441. 30 Element 0.05 Wt. n-Val.
3441.25 Reach Len. (ft) 3440.85 Flow Area (sq ft) 0.002988 Area (sq ft) 325.00 Flow (cfs) 273.95 Top Width (ft)
Page 8 APPA-98 Elev Sta 3440 663 Coeff Contr.
.1 Left OB 399.00 Elev 3440 Expan.
.3 Channel 0.033 413.00 176.81 176.81 325.00 273.95 Right OB 456.00
FloodPlain.rep Vel Total (ft/s) 1.84 Avg. Vel. (ft/s) 1.84 Max Chl Dpth (ft) 1.25 Hydr. Depth (ft) 0.65
Conv. Total (cfs) 5945.6 Conv. (cfs) 5945.6 Length Wtd. (ft) 413.00 Wetted Per. (ft) 273.96 Min Ch El (ft) 3440.00 Shear (lb/sq ft) 0.12 Alpha 1.00 Stream Power (lb/ft s) 0.22 Fr ctn Loss (ft) 2.64 Cum Volume (acre-ft) 9.42 47.54 1.68 c & E Loss (ft) 0.02 Cum SA (acres)
11. 54 76.38 1.43 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 7717 INPUT
==
Description:==
Sta 7717 Station Elevation Data num=
8 Sta Elev Sta Elev Sta Elev Sta 100 3442 233 3440 383 3438 492 657 3439
. 747 3440 879 3442 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 233
.033 747
.033 Bank Sta: Left Right Lengths: Left Channel Right 233 747 444 464 510 CROSS SECTION OUTPUT Profile #100 Yr.-WS3405 E.G. Elev (ft) 3438. 64 Element Vel Head (ft) 0.21 Wt. n-Val.
W.S. Elev (ft) 3438.44 Reach Len. (ft)
Crit W.S. (ft) 3438.44 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.022265 Area (sq ft)
Q Total (cfs) 325.00 Flow (cfs)
Top Width (ft) 223.91 Top Wl,dth (ft)
Vel Total (ft/s) 3.64 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 0.64 Hydr. Depth (ft)
Conv. Total (cfs) 2178.l Conv. (cfs)
Page 9 APPA-99 Elev Sta 3437.8 510 Coe ff Contr.
.1 Left OB 444.00 Elev 3438 Expan.
.3 Channel 0.033 464.00 89.29 89.29 325.00 223. 91 3.64 0.40 2178.1 Right OB 510.00
FloodPlain.rep Length Wtd. (ft) 464. 00 Wetted Per. (ft) 223.91 Min Ch El (ft) 3437.80 Shear (lb/sq ft) 0.55 Alpha 1.00 Stream Power.(lb/ft s) 2.02 Fr ctn Loss (ft).
1. 76 Cum Volume (acre-ft) 9.42 46.28 1.68 C & E Loss (ft) 0.05 Cum SA (acres) 11.54 74.02 1.43 Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the asswned water surface was set equal to critical depth, the calculated water surface came back below critical depth.
This i ndicates that there is not a valid subcritical answer.
The program defaulted to critical dep th.
CROSS SECTION REACH: 5 RIVER: Ditch A RS: 7253 INPUT
==
Description:==
Sta. 7253 Station Elevation Data num=
9 Sta Elev Sta Elev Sta Elev Sta 100 3438 109 3438.7 321 3438 424 906 3436 1005 3438 1200 3440 1365 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 424
.033 906
.033 Bank Sta: Left Right Lengths: Left Channel Right 424 906 756 910 980 CROSS SECTION OUTPUT Profile HOO Yr.-WS3405 E.G. Elev (ft) 3436.12 Element Vel Head (ft) 0.03 Wt. n-Val.
w.s. Elev (ft) 3436.09 Reach Len. (ft)
Cr it w.s. (ft) 3435.67 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.001631 Area (sq ft)
Q Total (cfs) 364.00 Flow (cfsl Top Width (ft) 491.10 Top Width (ft)
Page 10 APP A~100 Elev Sta Elev 3436 668 3435 3442 Coe ff Contr.
Expan.
.1
.3 Left OB Channel Right OB 0.033 0.033 0.033 756.00 910.00 980.00 0.21 284.42 0.20 0.21 284.42 0.20 0.05 363.91 0.05 4.64 482.00 4.46
FloodPlain.rep Vel Total (ft/s) 1.28 Avg. Vel. (ft/s) 0.23 1.28 0.23 Max Chl Dpth (ft) 1.09 Hydr. Depth (ft) 0.05 0.59 0.05 Conv. Total (cfs) 9012.2 Conv. (cfs) 1.2 9009.9 1.1 Length Wtd. (ft) 910.00 Wetted Per. (ft) 4.64 482.00 4.46 Min Ch El (ft) 3435.00 Shear (lb/sq ft) 0.00 0.06 0.00 Alpha 1.00 Stream Power (lb/ft s) 0.00 0. 08 0.00 Frctn Loss (ft) 5.42 Cum Volume (acre-ft) 9.41 44.29 1.68 C & E Loss (ft) 0.02 Cum SA (acres) 11.52 70.26 1.40 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may.indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 6343 INPUT
==
Description:==
Sta. 6343 Station Elevation Data num=
9 Sta Elev Sta Elev Sta Elev Sta 100 3434 346 3433 663 3432 732 981 3430 1273 3430 1320 3431. 5 1566 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 663
.033 1320
.033 Bank Sta: Left Right Lengths: Left Channel Right 663 1320 767 980 1051 CROSS SECTION OUTPUT Profile #100 Yr.-,WS3405 E.G. Elev (ft) 3430.67 Element Vel Head (ft) 0.21 Wt. n-Val.
w.s. Elev (ft) 3430.46 Reach Len. (ft)
Crit w.s. (ft) 3430.46 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.022292 Area (sq ft)
Q Total (cfs) 687.00 Flow (cfs)
Top Width (ft) 469.62 Top Width (ft)
Vel Total (ft/s) 3.65 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 0.46 Hydr. Depth (ft)
Conv. Total (cfs) 4601. 3 Conv. (cfs)
Page 11 APP A-101 Elev Sta Elev 3431 860 3430.2 3432 Coeff Contr.
.1 Left OB 767.00 Expan.
. 3 Channel 0.033 980.00 188.08 188.08 687.00 469.62 3.65 0.40 4601. 3 Right OB 1051. 00
FloodPlain.rep Length Wtd. (ft) 980.00 Wetted Per. (ft) 469.63 Min Ch El (ft) 3430.00 Shear (lb/sq ft) 0.56 Alpha
1. 00 Stream Power (lb/ft s) 2.04 Fr ctn Loss (ft) 4.09 Cum Volume (acre-ft) 9.41 39.35 1.68 C & E Loss (ft) 0.05 Cum SA (acres)
11. 48 60.32 1.35 Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ans.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
. critical depth, the calculated water surface came back below critical depth.
This i ndicates that there is not a valid subcritical answer.
The program defaulted to critical dep th.
CROSS SECTION REACH: 5 RIVER: Ditch A RS: 5363 INPUT
==
Description:==
Sta. 5363 Station Elevation Data num=
10 Sta Elev Sta Elev Sta Elev Sta 100 3432 282 3430 550 3428 742 1097 3425 1476 3426 1877 3428 1966 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 742
.033 1476
.033 Bank Sta: Left Right Lengths: Left Channel Right 742 1476 1199 1142 713 CROSS SECTION OUTPUT Profile 1q.. oo Yr.-WS3405 E.G. Elev (ft) 3426.05 Element Vel Head (ft) 0.03 Wt. n-Val.
w.s. Elev (ft) 34-26.02 Reach Len. (ft)
Crit w.s. (ft) 3425.54 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.001698 Area (sq ft)
Q Total (cfs) 687.00 Flow (cfs)
Top Width (ft) 739.57 Top Width (ft)
Page 12 APPA-102 Elev Sta Elev 3426 885 3425 3428 2160.
3430 Coe ff Contr.
Expan *
. 1
.3 Left OB Channel Right OB 0.033 0.033 0.033
.1199.00 1142.00 713.00 0.02 486.80 0.04 0.02 486.80 0.04 0.00 687.00 0.00 1.80 734.00 3.77
FloodPlain.rep Vel Total (ft/s) 1.41 Avg. Vel. (ft/s) 0.08
1. 41 0.08 Max Chl Dpth (ft)
.1.02 Hydr. Depth (ft) 0.01 0.66 0. 01 Conv. Total (cfs) 16669.9 Conv. (cfs) 0.0 16669.8 0.1 Length Wtd. (ft) 1142.00 Wetted. Per.. (ft) 1.80 734.00
3. 77 Min Ch El (ft) 3425.00 Shear (lb/sq ft) 0. 00 0.07 0.00 Alpha 1.00 Stream Power (lb/ft s) 0.00 0.10 0.00 Frctn Loss (ft) 5.07 Cum Volume (acre-ft) 9.41 31.76
1. 68 C & E Loss (ft) 0.02 CUm SA (acres)
11. 46 46.78 1.30 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH : 5 RS: 4221 INPUT
==
Description:==
Sta. 4221 Station Elevation Data Sta Elev Sta 100 3423 3.41 753 3420.2 829 1407
. 3423 1497 Manning's n Values Sta n Val Sta 100
.033 544 Bank Sta: Left Right 544 1407 CROSS SECTION OUTPUT E.G. Elev (ft)
Vel Head (ft)
W.S. Elev (ft)
Crit W. S. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft)
Vel Total (ft/s)
Max Chl Dpth (ft) num=
12 Elev Sta Elev Sta 3422 544 3421 640 3420 837 3420 1030 3424 num-3 n Val Sta n Val
.033 1407
.033 Lengths: Left Channel Right Profile UOO 3420. 96 0.25 3420.71 3420.71 0.020617 790.00 402.25 4.01
0. 71 749 732 843 Yr.-WS3405 Element Wt. n-Val.
Reach Len. (ft)
Flow Area (sq ft)
Area (sq ft)
Flow (cfs)
Top Width (ft)
Avg. Vel. (ft/s)
Hydr. Depth (ft)
Page 13 APP A-103 Elev 3420 3421 Sta 669 1320 Coeff, Contr.
.1 Left OB 749.00 Elev 3420 3422 Expan.
.3 Channel 0.033 732.00 196.80 196.80 790.00 402.25 4.01 0.49 Right OB 843. 00
FloodPlain.rep Conv. Total.( cfs) 5502.0 Conv. (cfs) 5502.0 Length Wtd. (ft) 736.33 Wetted Per. (ft) 402.26 Min Ch El (ft) 3420.00 Shear (lb/sq ft) 0.63 Alpha 1.00 Stream Power (lb/ft s) 2.53 Fr ctn Loss (ft) 3.65 Cum Volume (acre-ft) 9.41 22.80 1.68 C & E Loss (ft) 0.06 Cum SA (acres)
11. 44
31. 89 1.27 Warning: The energy equation could not be balanced within the specified number of iterations.
The program selected the water surface that had the least amount of error between cornput ed and assumed values.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth.
This i ndicates that there is not a valid subcritical answer.
The. program defaulted to critical dep th.
CROSS SECTION REACH: 5 RIVER: Ditch A RS: 3489 INPUT
==
Description:==
Sta. 3489 Station Elevation Data num..
15 Sta Elev Sta Elev Sta Elev Sta 100 3417 258 3416.5 299 3416 309 405 3416 422 3416 539 3416.4 581 744 3416 830 3416 918 3418 1068 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 539
.033 918
.033 Bank Sta: Left Right Lengths: Left Channel Right 539 918 464 500 457 CROSS SECTION OUTPUT Profile #100 Yr.-WS3405 E.G. Elev {ft) 3416:96 Element Vel Head (ft) 0.04 Wt. n-Val.
w.s. Elev (ft) 3416.92 Reach Len. (ft)
Crit w.s. (ft) 3416.52 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.002177 Area (sq ft)
Q Total (cfs) 790.00 Flow (cfs)
Page 14 APP A-104 Elev Sta Elev 3415 318 3416 3416.2
. 642 3416.4 3420 1159 3421 Coe ff Contr.
Expan.
.1
. 3 Left OB Channel Right OB 0.033 0.033 464.00 500.00 457.00 260. 10 233.33 260.10 233.33 401. 97 388.03
FloodPlain.rep Top Width (ft) 743.33 Top Width (ft) 412.08 331.25 Vel Total (ft/s)
1. 60 Avg. Vel. (ft/s) 1.55 1.66 Max Chl Dpth (ft)
1. 91 Hydr. Depth (ft) 0.63
o. 70 Conv. Total (cfs) 16933.4 Conv. (cfs) 8616.2 8317.2 Length Wtd. (ft) 482.36 Wetted Per. (ft) 412.18 331.26 Min Ch El (ft) 3416.00 Shear (lb/sq ft) 0.09 0.10 Alpha 1.00 Stream Power (lb/ft s) 0.13 0.16 Frctn Loss (ft) 2.43 Cum Volume (acre-ft) 7.18 19.18 1.68
. C & E Loss (ft) 0.02 Cum SA (acres) 7.89 25.72 1.27 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyancer is less than 0.7 or greater than 1.4. This may indicate the need for additional cross secti
ons.
Warning: The energy l.oss was greater than 1.0 ft (0.3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Ditch A REACH: 5 RS: 2989 INPUT
==
Description:==
Sta. 2989 Station Elevation Data Sta Elev Sta 170 3414.8 196 700 3414 747 976 3418 1067 Manning's n Values Sta n Val Sta 170
.033 436 Bank Sta: Left 436 Right 841 CROSS SECTION OUTPUT E.G. Elev (ft)
Vel Head (ft) w.s. Elev (ft)
Cr it w.s. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft)
Vel Total (ft/s) num=
12 Elev Sta Elev Sta 3414 436 3413.8 613 3414 761 3414 841 3420 num=
3 n Val Sta n Val
.033 841
.033 Lengths: Left Channel Right 172 317 215 Profile ilOO Yr.-WS3405 3414.51 Element 0.19 Wt. n-Val.
3414.32 Reach Len. (ft) 3414.32 Flow Area {sq ft) 0.022050 Area (sq ft) 790.00 Flow (cfs) 600.34 Top Width (ft) 3.49 Avg. Vel. (ft/s)
Page 15 APP A-105 Elev Sta 3414 651 3415.01 920 Coeff Contr.
.3 Left OB 0.033 317.00 101. 56 101.56 372.18 250.28 3.66 Elev 3414 3416 Expan.
.5 Channel 0.033 215.00 124.49 124.49 417.82 350.06 3.36 Right OB 172.00
FloodPlain.rep Max Chl Dpth (ft) 0.52 Hydr. Depth (ft) 0.41 0.36 Conv. Total (cfs) 5320.2 Conv. (cfs) 2506.4 2813.8 Length Wtd. (ft) 260.56 Wetted Per. (ft) 250.29 350.06 Min Ch El (ft) 3413.80 Shear (lb/sq ft) 0.56 0.49 Alpha
1. 01 Stream Power (lb/ft s) 2.05
1. 64 Frctn Loss (ft) 0.06 Cum Volume (acre-ft}
5.25 17. 13 1.68 C & E Loss (ft) 0.09 Cum SA (acres) 4.36 21.81 1.27 Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: During the standard step iterations, when the assumed water surface was set equal to cri.tical depth, the calculated water surface came back below critical depth.
This i ndicates that there is not a valid subcritical answer.
The program defaulted to critical dep th.
CROSS SECTION REACH: 5 RIVER: Ditch A RS: 2774 INPUT
==
Description:==
Sta.
Station Elevation 2774 Upstream of culverts Sta Elev 100 3413.8 402 3410.9 560 3412 Manning's n Values Sta n Val 100
.033 Data Sta 175 437 641 Sta 437 Bank Sta: Left Right 437 511 Ineffective Flow num=
Sta L Sta R Elev 888 F
888 F
num=
13 Elev Sta Elev 3413.8 204 3412 3410 469 3409 3414 725 3416 num=
3 n Val Sta n Val
.033 511
~033 Lengths: Left Channel 40 40 2
Permanent CROSS SECTION OUTPUT Profile UOO Yr.-WS3405 E.G. Elev (ft) 3413. 72 Element Vel Head (ft) 0.01 Wt. n-Val.
w.s. Elev (ft) 3413. 71 Reach Len.
Cr it w.s. (ft) 3412.70 Flow Area Page Sta 261 491 Right 40 (ft)
(sq ft) 16 APP A-106 Elev Sta 3412 298 3409 511 Coeff Contr.
.3 Left OB 0.033 40.00 588.63 Elev 3411. 2 3410 Expan.
.5 Channel 0.033 40.00 322.19 Right OB 0.033 40.00 191. 45
FloodPlain.rep E.G. Slope (ft/ft) 0.000067 Area (sq ft) 588.63 322.19 191. 45 Q Total (cfs) 790.00 Flow (cfs) 374.76 317.56 97.68 Top Width (ft) 452.54 Top Width (ft) 260.47 74.00 118.07 Vel Total (ft/s)
o. 72 Avg. Vel. (ft/s) 0.64 0.99 0.51 Max Chl Dpth (ft) 4.71 Hydr. Depth (ft) 2.26 4.35
1. 62 Conv. Total (cfs) 96197.5 Conv. (cfs) 45634.1 386.69.0 11894.4 Length Wtd. (ft) 40.00 Wetted Per. (ft) 260.55 74.04 118.13 Min Ch El (ft) 3409.00 Shear (lb/sq ft) 0.01 0.02 0.01 Alpha 1.20 Stream Power (lb/ft s) 0.01 0.02 0.00 Fr ctn Loss (ft)
Cum Volume (acre-ft) 2.74 16.03 1.30 C & E Loss (ft)
Cum SA (acres) 2.51 20.77
1. 04 CULVERT RIVER: Ditch A REACH: 5 RS: 2773 INPUT
==
Description:==
Distance from Upstream XS 8
Deck/Roadway Width 24 Weir Coefficient 3
Upstream Deck/Roadway Coordinates num=
6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 26 3413.8 100 3413.8 402 3412.7 500 3412.8 600 3413.9 700 3415.7 Upstream Bridge Cross Section Data Station Elevation Data num=
13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3413.8 175 3413.8 204 3412 261 3412 298 3411.2 402 3410.9 437 3410 469 3409 491 3409 511 3410 560 3412 641 3414 725 3416 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 437
.033 511
.033 Bank Sta: Left Right Coeff Contr.
Expan.
437 511
. 3
.5 Ineffective Flow num=
2 Sta L Sta R Elev Permanent 888 F
888 F
Downstream Deck/Roadway Coordinates num=
6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 26 3413.8 100 3413.8 402 3412.7 500 3412.8 600 3413.9 700 3415.7 Downstream Bridge Cross Section Data Station Elevation Data num=
15 Page 17 APPA-107
FloodPlain.rep Sta Elev Sta Elev Sta Elev Sta 26 3413.8 100 3412.4 155 3412 299 387 3408.9 391. 4 3408.9 395.8 3408.9 400.2 409 3408.9 434 3410 487 3412 568 Manning's n Values num=
3 Sta n"Val 26
.033 Bank Sta: Left 349 Ineffective Flow
Sta L Sta R 888 F
888 F
Sta 349 Right 434 n Val
.033 Sta n Val 434
. 033 Coeff Contr.
.3 Expan.
.5 num~
2 Elev Permanent Elev 3411. 4 3408.9 3414 Sta 349 404.6 658 Elev 3410 3408.9 3416 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design 3 horiz. to 1.0 vertical 3 horiz. to 1.0 vertical flow :-
95 3412.7 Weir crest shape
= Broad Crested Number of Culverts
1 Culvert Name Shape Rise Span Culvert tl Pipe Arch 1.833 2.43 FHWA Chart # 34-18 inch corner radius; Corrugated metal FHWA Scale # 1 -
90 Degree headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist. Length n Value Entrance Loss Coef 1
39
.024
.5 Number of Barrels = 6 Upstream Elevation 3409 Centerline Stations Sta.
Sta.
Sta.
Sta.
469 473.4 477.8 482.2 Downstream Elevation =
3408.9 Centerline Stations Sta.
Sta.
Sta.
Sta.
387 391.4 395.8 400.2 Sta.
486.6 Sta.
404.6 Sta.
491 Sta.
409 CULVERT OUTPUT Profile #100 Yr.-WS3405 Culvert ID : Culvert il Culv Q (cfs) i Barrels
Q Barrel (cfs)
E.G. US. (ft) w.s. us. (ft)
E.G. OS (ft)
W.S. DS (ft)
Delta EG (ft)
Delta WS (ft)
E.G. IC (ft)
E.G. OC (ft)
Culvert Control Culv WS Inlet (ft)
Culv WS Outlet (ft)
Culv Nml Depth (ft)
Culv Crt Depth (ft)
CROSS SECTION 124.90 6
20.82 3413.12 3413. 71 3412.73 3412.70 0.98 1.01 3413.62 3413.72 Outlet 3410.83 3410.73 1.16 Culv Ful Lngh (ft)
Culv Vel US (ft/s)
Culv Vel DS (ft/s)
Culv Inv El Up (ft)
Culv Inv El On (ft)
Culv Frctn Ls (ft)
Culv Ext Lss {ft)
Culv Ent Lss (ft)
Q Weir (cfs)
Weir Sta Lft (ft)
Weir Sta Rgt (ft)
Weir Submerg Weir Max Depth (ft)
Weir Avg Depth (ft)
Wr Flw Area (sq ft)
Min El Weir Flow (ft)
RIVER: Ditch A Page 18 APP A-108 Exit Loss Coef 1
39.00 4.73 4.73 3409.00 3408.90 0.49 0.32 0.17 665.10 176.47 582.62 0.00 1.01 0.66 266,04 3412. 71
FloodPlain.rep REACH: 5 RS: 2734 INPUT
==
Description:==
Sta.
Station Elevation 2734 Downstream of culverts Sta Elev 26 3413.8 387 3408.9 409 3408.9 Manning's n Values Sta n Val 26
.033 Data Sta 100 391. 4 434 Sta 349 Bank Sta: Left Right 349 434 Ineffective Flow num=
' Sta L Sta R Elev 888 F
888 F
num=
15 Elev Sta Elev Sta 3412.4 155 3412 299 3408.9 395.8 3408.9 400.2 3410 487 3412 568 num=
3 n Val Sta n Val
.033 434
.033 Lengths: Left Channel Right 745 846 1015 2
Permanent CROSS SECTION OUTPUT Profile *100 Yr.-WS3405 E.G. Elev (ft) 3412.73 Element Vel Head (ft) 0.03 Wt. n-Val.
w. s. Elev (ft) 3412.70 Reach Len. (ft)
Cr it w.s. (ft) 3412.70 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.000281 Area (sq ft)
Q Total (cfs) 790.00 Flow (cfs)
Top Width (ft) 431.23 Top Width (ft)
Vel Total (ft/s) 1.19 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 3.80 Hydr. Depth (ft)
Conv. Total (cfs) 47090.5 Conv. (cfs)
Length Wtd. (ft) 841.78 Wetted Per. (ft)
Min Ch El (ft) 3408.90 Shear (lb/sq ft)
Alpha 1.44 Stream Power (lb/ft Fr ctn Loss (ft) 0.77 Cum Volume (acre-ft)
C & E Loss (ft) 0.05 Cum SA (acres)
Elev Sta Elev 3411.4 349 3410 3408.9 404.6 3408.9 3414 658 3416 Coe ff Contr.
Expan.
.3
.5 Left OB Channel Right OB 0.033 0.033 0.033 745.00 846.00 1015.00 273.94 288.37 100.04 273.94 288.37 100.04 211. 62 4 91. 68
86. 70 264.87 85.00 81.36 0.77
1. 71 0.87
1. 03 3.39 1.23 12614. 4 29308.0 5168.1 264.90 85.04 81.40 0.02 0.06 0.02 s) 0.01 0.10 0.02 2.34 15.75 1.17 2.27 20.69 0.95 Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous er Page 19 APPA-109
FloodPlain.rep oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below.critical depth.
This i ndicates that there is not a valid subcritical answer.
The program defaulted to critical dep th.
Note:
Multiple critical depths were found at this location.
The critical depth with the l owest, valid, energy w.as used.
CROSS SECTION RIVER: Ditch A' REACH: 5 RS: 1888 INPUT
==
Description:==
Sta. 1888 Station Elevation Data num=
6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3410.2 110 3410 331 3408 532 3408 690 3408 1180 3410 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 100
.033 1180
.033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr.
Expan.
100 1180 305 828 980
.1
.3 CROSS SECTION OUTPUT Profile #100 Yr.-WS3405 E.G. Elev (ft) 3408.70 Element Left OB Channel Right OB Vel Head (ft) 0.21 Wt. n-Val.
0.033 w.s. Elev (ft) 3408.49 Reach Len. (ft) 305.00 828.00 980.00 Cr it w. s. (ft) 3408.49 Flow Area (sq ft) 218.19 E.G. Slope (ft/ft) 0.021974 Area (sq ft) 218.19 Q Total (cfs) 803.00 Flow (cfs) 803.00 Top Width (ft) 532.93 Top Width (ft) 532.93 Vel Total (ft/s) 3.68 Avg. Vel. (ft/s) 3.68 Max Chl Dpth (ft) 0.49 Hydr. Depth (ft) 0.41 Conv. Total (cfs) 5417.1 Conv. (cfs) 5417.1 Length Wtd. (ft) 828.00 Wetted Per. (ft) 532.93 Min Ch El (ft) 3408.00 Shear (lb/sq ft) 0.56 Alpha 1.00 Stream Power (lb/ft s) 2.07 Fr ctn Loss (ft) 1.14 Cum Volume (acre:... ft) 10.83 C & E Loss (ft) 0.06 Cum SA (acres) 14.69 Page 20 APP A-110
FloodPlain.rep Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth for the water surface and continued on with the calculat ions.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross secti ons.
Warning: The energy loss was greater than 1.0 ft (0. 3 m). between the current and previous er oss section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth.
This i ndicates that there is not a valid subcritical answer.
The program defaulted to critical dep th.
CROSS SECTION REACH: 5 RIVER: Ditch A RS: 1060 INPUT
==
Description:==
Sta. 1060 Station Elevation Data num=
6 Sta Elev Sta Elev Sta Elev Sta 100 3408 394 3406 879 3402.7 909 1554 3404.3 Manning's n Values num=
3 Sta n Val Sta n Val Sta n Val 100
.033 394
.033 1554
.033 Bank Sta: Left Right Lengths: Left Channel Right 394 1554 60 60 60 CROSS SECTION OUTPUT Profile ltlOO Yr.-WS3405 E.G. Elev (ft) 3405.01 Element Vel Head (ft) 0.01 Wt. n-Val.
w.s. Elev (ft) 3405.00 Reach Len. (ft)
Cr it w.s. (ft) 3403.77 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.000467 Area (sq ft)
Q Total (cfs) 841.00 Flow (cfS)
'.['op Widt h (ft) 1013.03 Top Width (ft)
Vel Total (ft/s) 0.91 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 2.30 Hydr. Depth (ft)
Conv. Total (cfs) 38907.7 Conv. (cfs)
Length Wtd. (ft)
Wetted Per. (ft)
Min Ch El (ft) 3402. 70 Shear (lb/sq ft)
Alpha,
1.00 Stream Power (lb/ft Frctn Loss (ft)
Cum Volume (acre-ft)
Page 21 APPA-111 Elev Sta Elev 3402.7 1206 3405 Coe ff Contr.
Expan.
.1
.3 '
Left OB Channel Right OB 0.033 921.10 921.10 841.00 1013. 03 0.91 0.91 38907.7 1013.75 0.03 s) 0.02
c & E Loss (ft)
FloodPlain.rep Ctun SA (acres)
Warning: Divided flow computed for this cross-section.
Note:
Hydraulic jump has occurred between this cross section and the previous upstream sec tion.
SUMMARY
OF MANNING'S N VALUES River:Ditch A Reach River Sta.
nl n2 n3 5
12674
.033
.033
.033 5
11337
.033
.033
.033 5
10937
.033
.033
.033 5
10288
.033
.033
.033 5
9690
.033
.033
.033 5
9009
.033
.033
.033 5
8130
.033
.033
.033 5
7717
.033
.033
.033 5
7253
.033
.033
.033 5
6343
.033
.033
.033 5
5363
.033
.033
.033 5
4221
.033
.033
.033 5
3489
.033
.033
.033 5
2989
.033
.033
.033 5
2774
.033
.033
.033 5
2773 Culvert 5
2734
.033
.033
.033 5
1888
.033
.033
.033 5
1060
.033
.033
.033
SUMMARY
OF REACH LENGTHS River: Ditch A Reach River Sta.
Left Channel Right 5
12674 1206 1337 1433 5
11337 545 400 332 5
10937 729 649 445 5
10288 552 598 633 5
9690 639 681 658 5
9009 898 879 794 5
8130 399 413 456 5
7717 444 464 510 5
7253 756 910 980 5
6343 767 980 1051 5
5363 1199 1142 713 5
4221 749 732 843 5
3489 464 500 457 5
2989 317 215 172 5
2774 40 40 40 5
2773 Culvert 5
2734 745 846 1015 5
1888 305 828 980 5
1060 60 60 60 Page 22 APP A-112
FloodPlain.rep
SUMMARY
OF CONTRACTION AND EXPANSION COEFFICIENTS River: Ditch A Reach River Sta.
Contr.
Expan.
5 12674
.1
.3 5
11337
.1
.3 5
10937
.1
.3 5
10288
.1
. 3 5
9690
.1
.3 5
9009
.1
.3 5
8130
.1
.3 5
7717
.1
.3 5
7253
.1
.3 5
6343
.1
.3 5
5363
.1
.3 s
4221
.1
.3 5
3489
.1
.3 5
2989
.3
.5 5
2774
.3
.s 5
2773 Culvert 5
2734
.3
.5 5
1888
.1
.3 5
1060
.. 1
.3 Profile Output Table - Standard Table 1 Reach River Sta Q Total Min Ch El w.s. Elev Crit W. S.
E.G. Elev E.G. s lope Vel Chnl Flow Area Top Width Froude # Chl (cfs)
(ft)
(ft)
(ft)
(ft}
(ft
/ft)
(ft/s)
(sq ft)
(ft) 5 12674 257.00 3477. 00 3478.09 3477. 7.6 3478.13 0.00 2948
1. 71 150.30 266. 62 0.39 5
11337 257.00 3469.00 3470.06 3470.03 3470.31 0.01 6594 3.96
64. 97 117. 70 0.93 5
10937 257.00 3464.00 3465.38 3465.18 34.65. 56 0.00 8826 3.45 74.55 101. 30 0.71 5
10288 257.00 3456.00 3456.67 3456.67 3456.87 0.02 2674 3.57 71.89 187.76 1.02 5
9690 325.00 3450.00 3451.19 3450.87 3451.26 0.00 4338 2.13 152.62 250.83 0.48 5
9009 325.00 3445.00 3446.12 3446.04 3446. 32 0.01 4428 3.57 91.07 i69.88 0.86 5
8130 325.00
.3440. 00 3441.25 3440.85 3441. 3.0 0.00 2988 1.84 17 6. 81 273.95 0.40 5
7717 325.00 3437.80 3438;44 3438.44 3438.64 0.02 2265 3.64 89.29 223.91 1.02 5
7253 364.00 3435.00 3436.09 3435.67 3436.12 0.00 1631
1. 28 284.83 491.10 0.29 5
6343 687.00 3430.00 3430. 46 3430.46 3430.67 0.02 2292 3.65 188.08 469.62 1.02 5
5363 687.00 3425.00 3426.02 3425.54 3426.05 0.00 1698
1. 41 486.85 739.57 0.31 5
4221 790.00 3420.00 3420. 71 3420. 71 3420.96 0.02 0617 4.01 196.80 402.25 1.01 5
3489 790.00 3416.00 3416. 92 3416. 52 3416.96 0.00 Page 23 APP A-113
FloodPlain.rep 2177
1. 66 493.43 743.33 0.35 5
2989 790.00 3413.80 3414.32 3414.32 3414.51 0.02 2050 3.36 226.05 600.34 0.99 5
2774 790.00 3409.00 3413.71 3412.70 3413. 72 o.oo 0067 0.99 1102.27.
452.54 0.08 5
2773 Culvert 5
2734 790.00 3408.90 3412.70 3412.70 3412. 73 0.00 0281
1. 71 662.35 431.23 0.16 5
1888 803.00 3408.00 3408.49 3408.49 3408.70 0.02 1974 3.68 218. 19 532.93 1.01 5
1060 841. 00 3402.70 3405.00.
3403. 77 3.4Q5. 01 0.00
. 0467 0.91 921.10 1013.03 0.17 Profile Output Table - Report Reach River Sta Q Total Min Ch El W.S. Elev Crit W. S.
Max Chl Dpth E.G Elev E.G. Slope Vel Chnl Sta W.S. Lft Sta W.S. Rgt Flow Area Top Width Froude i Chl
{ft)
{ft/ft)
(ft/s) 5 12674 478.13 0.002948
1. 71 5
11337 470.31 0.016594 3.96 5
10937 465.56 0.008826 3.45 5
10288 456.87 0.022674 3.57 5
9690 451.26 0.004338 2.13 5
9009 446.32
0. 014428
3. 57 5
8130 441. 30 0.002988
1. 84 5
7717 438.64 0.022265 3.64 5
7253 436.12 0.001631
1. 28 5
6343 430. 67 0.022292 3.65 5
5363 426.05 0.001698 1.41 5
4221 420.96 0.020617
4. 01 (cfs)
(ft) 257.00 373.88 257.00 433.62 257.00 487.13 257.00 427.42 325.00 482.85 325.00 482.15 325.00 507.15 325.00 350.26 364.00 419.36 687.00 817.89 687.00 740.20 790.00 571.82 (ft)
(ft)
(ft)
(ft)
{sq ft)
{ft) 3477.00 3478.09 3477.76 640.51 150.30 266.62 3469.00 3470.06 3470.03 551;32 64.97 117. 70 3464.00 3465.38 3465.18 588.43 74.55 101.30 3456.00 3456.67 3456.67 615.18 71.89
. 187.76 3450.00 3451.19 3450.87 733.67 152.62 250.83 3445.00 3446.12 3446.04 652.03 91.07 169.88 3440.00 3441.25 3440.85 781.10 176.81 273.95 3437.80 3438.44 3438.44 574.17 89.29 223.91 3435.00 3436.09 3435.67 910.46 284.83 491.10 3430.00 3430.46 3430.46 1287.51 188. 08 469.62 3425.00 3426.02 3425.54 1479.77 486. 85 739.57 3420.00 3420.71 3420.71 974.07 196.80 402.25 Page 24 APP A-114 (ft) 1.09 3
0.39 L06 3
0.93 1.38 3
0.71 0.67 3
1.02 1.19 3
0.48 1.12 3
0.86 1.25 3
0.40 0.64 3
1.02 1.09 3
0.29 0.46 3
1.02 1.02 3
0.31
o. 71 3
1. 01
FloodPlain.rep 5
3489 790.00 3416.00 3416.92 3416.52
1. 91 3
416.96 0.002177
1. 66 126.92 870.25 493.43 743.33 0.35 5
2989 790.00 3413.80 3414.32 3414.32 0.52 3
414.51 0.022050 3.36 185.72 786.06 226.05 600.34 0.99 5
2774 790.00 3409.00 3413.71 3412.70
4. 71 3
413. 72 0.000067 0.99 176. 53 629.07 1102.27 452.54 o.oa 5
2773 Culvert 5
2734 790.00 3408.90 3412.70 3412.70 3.80 3
412.73 0.000281
1. 71 84.13 515.36 662.35 431. 23 0.16 5
1888 803.00 3408.00 3408.49 3408.49 0.49 3
408.70 0.021974 3.68 276.94 809.87 218.19 532.93
1. 01 5
1060 841.00 3402.70 3405.00 3403. 77 2.30 3
405. 01 0.000467 0.91 540.97 1554.00 921.10 1013.03 0.17 Page 25 APPA-115
g c
0 j w
3482 3481 3480 3479 3478 WCS Plan: 2-04-04MANY Sta.12674 egen EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 Ground Ban~ Sta 3477+-~--.~~~--.~.,----.,..----,~.,----.,..----,~.,----.------11---.---.-----.~-.---~--.~-.---~--,~~~
800 1000 0
200 400 600 Station (ft)
APP A-116
WCS Plan: 2-04.04MANY Sta. 11337
!E-----------.. 033-------------.033-------.033--~)1 3478 3476 3474 3472 3470 200 300 400 Station (ft)
APP A-117 500 700 EG1-o:ovr.:ws34o5 WS 100 Yr_-WS3405 Ground Ban~Sta
g wcs Plan: 2-04-04MANY Sta. 10937
~-----.033-----~E----'--.033----""*E----.033--____,..
3472 3470
~ 3468 j
w 3466 3464+--...----.----.---.---.------r----..---,.---a.--,------.-----.---.----r----..---
100 900 200 300 700 800 Station (ft)
APP A-118
afloovr.:-ws34os WS 100 Yr.*WS3405 Ground Sant Sta
WCS Plan: 2--04-04MANY Sta. 10288
~--.033 --~------,----.033-------
--*<'--.033 3464 3462 g
c 0
3460
]
w 3458 200 3456-1-----.-~r-~----.-----.--.-----.-----.--.--.---,---.
0 400 600 800 Station (ft)
APP A-119 EG 100 Yr.~WS3405 WS 100 Yr.-WS3405 1000 Ground Banr Sta
3458 3456 g
c i 3454 w
3452
.wcs Plan: 2-04-04MANY Sta. 9690 j~<---.033--~-----.033----~--.033 3450~~~~~~~-~~~~~~~~~--1--~~~~~~~~~-~~~~~
o 200 400 600 Station (ft)
APP A-120 800 1000 1200 EG 100 Yr.-WS3405 WS 100 Yr.-W$3405 Ground Sant Sta
g 5
~
Cb iii 3452 3451 3450 3449 3448 3447 3446 WCS Plan: 2-04-04MANY Sta. 9009
.033--~+*-------.033-~------'.k---
egen EG"100v-r::.ws34os WS 100 Yr.-WS3405 Ground Banf sta 3445-l--.---.-~-..--.---,.--.-,..--r--..---.-----.--r---r--6---r~.--r--..---.----.-~-.--.---.-.--r-.,---,----,
0 200 400 600 Station (ft)
APP A-121 800 1000 1200
3448 3446 g
c
~ 3444 Ji w
3442 WCS Plan: 2-04-04MANY Sta. 8130
...,__ ___.033------------.033--------.033--~)1 egen eG100-vr::ws34os WS 100 Yr.-WS3405 Ground Ban~Sta 3440+--~~~~~---~-~~~-~-.-a---~-~~~-~------
o 200 400 600 800 1000 1200 Station (ft)
APPA-122
g c i w
WCS Plan: 2-04-04MANY Sta 7717
.033-----------.033---------'----.033 3442 3441 3440 3439 3438 egen EG 100 Yr.-W$3405 WS 100 Yr.-WS3405 Ground Bantsta 3437+-------.--~~~-~--.--.-~--.--.-~--.--.-,----.--.-~--.--.-,--~-----.-.------.
0 200 400 600 800 1000 Station (ft)
APP A-123
3442 3441 3440 3439 3438 3437 3436 WCS Plan: 2-04-04MANY Sta. 7253 egen 1:GToovr.:w834Qs WS 100 Yr.-WS3405 Ground Sant Sta 3435+--r---,.-,---,--r-,--..,..--.------,---r--,...----.--.---,.-,.-,,-...,--,.-,--..,..--.------,---r--,...----.--....--,.-..--.---.--r~-..,..-~~
1400 0
200 400 600 800 1000 1200 Station (ft)
APP A-124
wcs Plan: 2-04,-04MANY Sta. 6343 3434

~*-------.033 -----~--.033-1 3433 g

c 0
3432 l
w 3431
.3430+.'----..---.---.----r---.,-----,--~----.---,c--
o 200 400 600 800 1000 Station (ft)
APP A-125 1200 1400 egen EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 1600 Ground Ban~Sta
3432 3431 3430 3429 g
c 0
"Ji J!
w 3428 3427
3426 3425_j.__~~-~~~-~~~----<
0 500 WCS Plan: 2-04-04MANY Sta. 5363
---~~---.033 ----)1 1000 1500 2000 Station (ft)
APP A-126 Legena EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 2500 Ground Sant Sta
WCS Plan: 2-04-04MANY Sta. 4221 3424 3423
g c i 3422 w
3421 3420+-~~~~~~~~~~~~
1000 0
200 400 600 800 Station (ft)
APP A-127 1200 1400 egen EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 1600 Ground Bantsta
3421 3420 3419 g
c 0
3418 i
w 3417 3416 3415 +-~~~~~~~~
0 200 400 WCS Plah: 2-04-04MANY Sta. 3489 600 Station (ft)
APP A-128 800 1000 1200 egen EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 Ground Banf sta
g c
0
~
di 3420 3419 3418 3417 3416 3415 3414 WCS Plan: 2-04-04MANY Sta. 2989 1~
( ---.033--~E------.033----41E'----.033 EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 Ground Ban~ Sta 3413+-...,--.--.---,---r~~r--.....--,--...,--.--.---,---r~~r--r---r-~-.--.---,---r~~-r--.....--r-~
1000 1200 600 Station (ft) 800 0
200 400 APP A~ 129
WCS Plan: 2-04-04MANY Sta. 2774 Upstream of culverts 3416 ~------.033--------'-.033 )I(
.033----
3415 3414 3413 g
c 0
~
41 w 3412 3411 3410 34091 +--~~-r--'-~~~~~~~~---.-...,-...,--,---.,-..,...
100 200 300 400 500 600 700 Station (ft)
APP A-130 800 egen EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 Ground lneff Banf Sta
g c
0 cu >
w WCS Plan: 2-04-04MANY

~-.033----------l-.033 )I(

3416 3415 3414 3413 3412 3411 3410 3409-+-~~~~~~~~~~~~~~-~-,.-j 100 200 300 400 500 Station (ft)
APP A-131
.033---
600 700 8
EG 100 Yr.-WS3405 WS 100 Yr.-WS3405 Ground lneff Banf Sta
WCS Plan: 2-04-04MANY 3416

.033-------~.033 +

3415 3414 3413 g
c 0
3412 i
w 3411 3410 3409
soo 600 3408-+---~~~~-~~-----~~~--~~~~~~~-~---~
700 0
100 200 300 400 Sta~ion (ft)
APP A-132 egen ro-~ws3405 WS 100 Yr..WS3405 Ground lneff Banf sta
WCS Plan: 2-04-04MANY Sta. 2734 Downstream of culverts 3416
-~-----.033---------.033 +
3415 3414 3413 g
c i 3412
~
w 3411 3410 3409 3408-1-----~~~~--~~~~~~~~---~~~~~--~~~~~
600 0
100 200 300 400 500 700 Station (ft).
APP A-133 egen EG 100 Yr...WS3405 WS 100 Yr.*WS3405 Ground lneff Bantsta
WCS Plan: 2-04-04MANY Sta. 1888
~~~~~~~~~~~~~~.033~~~~~~~~~~~~~~
3410.5 3410.0 3409.5 g
c I 3409.0 3408.5 3408.0-1-~~-,---~~~-.....___,,
0 200 800 1000 1200 Station (ft)
APP A-134 egen eG 100 vr.-ws34o5 WS 100 Yr.-WS3405 Ground Ban!sta
3408 3407 3406 g
c
8 3405
~
3404 3403 200 400 WCS Plan: 2-04-04MANY Sta. 1060 800 Station (ft) 1000 APP A-135 1200 1400 1600 i:G10ovr::ws34o5 WS 100 Yr.-WS3405 Ground Banlsta
APPENDIX D HEC-HMS MODEL FOR THE CALCULATION OF THE 500-YEAR PEAK DISCHARGES WCS\\FINAL\\03047.04\\0EC 2004 ANOD R041217_FLOODPLAIN RPT.DOC APP A-136 REVISION3 17 DECEMBER 2004
HMS
Summary of Results Project wcs Run Name 500 Year Storm Start of Run End of Run Execution Time OlDecOO 0000 02Dec00 0000 16Dec04 1252 Hydro logic Discharge Element Peak (cfs)
Subbasin-4 641.22 01 Reach-2 641.22 01 Subbaein-2 949.25 01 playa 0.0 30 Reach-1 0.0 30 Subbasin-1.A 533.30 01 Reach-lA 533.30 01 Subbasin-lB 376.03 01 Junction-1.A 676.52 01 Reach-lB 676.52 01 Subbasin-3 186.82 01 Junction-1 769.83 01 Reach-3 769.83
01.
Subbaein-5A 256.07 01 Junction-2 1495.7 01 Reach-4 1495.7 01 Subbaein-5B 276.18 01 Junction-3 1716.7 01 Reach-5 1716.7 01 Subbasin-6 116.97 01 Junction-4 1742.7 01 Reach-6 1742.7 01 Subbasin-7 93.976 01 Junction-5 1823.2 01 Basin Model Met. Model Control Specs Time of Peak Dec 00 1233 Dec 00 1248 Dec 00 1302 Nov 00 2400 Nov 00 2400 Dec 00 1325 Dec 00 1342 Dec 00 1239 Dec 00 1327 Dec 00 1330 Dec 00 1239 Dec 00 1300 Dec 00 1317 Dec 00 1232 Dec 00 1253 Dec 00 1314 Dec 00 1249 Dec 00 1312 Dec 00 1326 Dec 00 1223 Dec 00 1325 Dec 00 1325 Dec 00 1301 Dec 00 1325 APP A-137 lOOYrAMl/22/04 Met 500 Year Control 1 Volume Drainage (ac Area ft)
(sq mi) 99.591 0. 490 99.086 0.490 213.56 1.063 0.0 1.063 0.0 1.063 146.15 0.691 145.29 0.691 63.679 0.314 208.96 1.005 208.75 1.005 31.637 0.156 240.38 2.224 238.95 2.224 39.040 0.192 377.08 2.906 374. 29 2.906 53.528 0.265 427.82 3.171 425.68 3.171 15.099 0.074 440.78 3.245 440.78 3.245 20.903 0.104 461.69 3.349
Meteorologic Model lnput APP A-138
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS
_.... JM,.. '"
01Deall00 2400 0200 Q.100 0600 0800 llllD 1200 t400 t 600 19llO 2000 2200 2400 q:: : : : :. : !: :. : : : :. : : I 400 100 o-1-.....,.........,,......_,,.........,.........,,..........-...............,....... -..---,---,i::;;......-.....,...~..--...---...--..,..-....-.....----..---.-.....---...--4-,
i!400 0200 0400 O!illJ QICO 1000 2000 2200 1400 otal PfaClpit*f t*n Loaa 5'111-Dul *,A
n. **, t**
IOO'l'rAl!ll/2:UD*
500 Yaat St 01 160etO*. IS :n o..:i.--.-~..--.-......... -.-.,-.....,..--,-.-....-.....--.-t""""'F'-..~.....--..-......... ~-T-"""T""--.~-.-.....--.-.--....--.--.-+-
~
0600 0800 Re1tn-IA suntu~to-IA 1000 1200 01Det.2DDO I.COO um 1800 I OOV t AMI f 22 f 0' 500 'I'*** Storm tMe 160*o0.C 16 lP
'v\\'CS\\FINAL'C3047.04\\0EC 2004 ANOO\\
0041217_HYDROGRAPHS.DOC REVISION3 17 DECEMBER 2004 APP A-139
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS
......... ~ * *'-"
010ct2000 2400 0200 0400 06UI 1000 1200 2000
-~1 I.,:
400 300
.. :;oo I
100 0
I I
~00 0'200 OdOO DISOO oeoo 1000 1200 1*00 1600 1800 lml 2200
IAOO 0104!C'2000 t*t*I P1*c.*,ll*l*Oft Lon St arm tla;iHll'\\.. U' 15 40
~
~
~:l<#ttl-*
i **
-*OD 100 o=i-........ --...---.----.---...---T----.--..,....--...___,,...."""':......---...---.---.--....----.--.--......--r--..--....---.---.~
2400 lu"01 f Ofh1 A SuUal'tn..,D WCSIFINAL\\03047.04\\DEC 2004 ANODI 0041217 _HYOROGRAPHS.OOC oeoo lllDO 1200 010ec2000 2
APP A-140 1400 11500 lflOO 2000 St Dr "1 16 **
REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 500
.. 300 2llO 100 o..:i--....,..~..--....-.................---.-~~..----.---...-.=r--.-,...-..--....--,.~..---.--,.~,...---.-----.,...-....--....,..~~
'400
()200 0400 0800 1000 June I I On-IA 1200 1600 01~
1800 St Orr"I JS n 2400
MOD 02llll 0400 0600 OllDD 11100 1200 1400 1600 1800 1000 2200 2400 1::1: : : '. : : : : : : !: i : ; : : : '. : I 1110 o+--.---..--....... -.,...---..--....--.---.r--~-.-""""'IF-....-.......... --.....-...-.......... --..---r-....... --1.--...--.---..--..i;...
MOO 01D0 a.eoo 0600 oeoo WCSIFINAL\\03047.04\\0EC 2004 ANOD\\
0041217 _HYOROGRAPHS.DOC 1000 1200 01~
3 APP A-141 1400 11100 1800 Ba In 1DDYrAM1/22/0A Flun 500
r S1or"'
Tilftt 160 "gQ*
15 *2 REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 01Dec2000 2400 0400 06!XI t&Ql 1800 2000 2100
-nu
' I lvl IDOD eoo 600 dOO 200 D
MOO ll200 0400 0600 0800 1000 1200 1400 l&a:l lllDO 2000
~ 2ACO Oloet'2000 Tot*I Pt*olplt*tht'I:
Dao I~
tOO'f1.Al1U 12210*
t..ou Run 500 Yett SI Olm S.U**** t.,,.,
T *Inf 16DocQa IS A2
~
~
S4811
(
f UIO 34~1
~BO 0
3411 1000 600 600
§
! 400
'21111 Q4-~~,_......,.......,_.....,..~,_......-....,....._,.,_....,...---~~,--..,.....,--~,_....~..-........ ~,--~--~--+-
2400 ll200 QilOO OllOD OllOll 1000 1200 1AOO t60C 1800 2000 2200 2AOO
'NCSIFINAL\\03047.04\\0EC 2004 ANOD\\
0041217_HYDROGRAPHS.DOC 010ec2000 4
APP A-142 IOOY1Ati4I /22/DI Silo Yo 'S1orri 160HO*
IS 43 REVJSION3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS
-u.... 1.1
,.f.1 2AOO 0'200
()1100 0600 0000 1000 12!XI 1'00 1600 1800 2000 2200 2400 010 2000 Reacn. 1 a.. n Run 500 Yo1r SI <llr.'1 pl4ya T Im*
6DtcO*
15 '3
~
~
o.:l---.---..--.~................--.--...---.--.............-~~__,~.,..::::::::;::::::=:::::;::!;::::=~:::;::o"""'l===;=-:t 1
2400
()2QQ 0400 0600 0000 1000 IZIO 1400 16(1Q 1800 2000
2200 2400 WCSIFINAL'4l3047.04\\0EC 2004 ANOD\\
0041217 _HYOROGRAPHS,OOC OlDIE7000 5
APP A-143 St o rr.i Hi 4 ~
REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS
"~
00
!IOO 00 04---.-~..---.--..~...---.---..~-r---.--.-~~--.-~..---.-.._,.~.,.---.---.-.--.---.--.-..--....-----.---.~
2400 0400 0600 1000
~
1400 1600 1800 01 2000 Reacn-3 IDOYrAMl/22/04 500 V ** SI orn June I Un* I I 01cO~, ts **
o.+---.---...--...--.---...---r--.---.-.-...--.-""""'ir:;--.---.--.-.---.--.---.-.-...--.---.~...--....--..--+
a.too D20D 0400 06IXI lGn Vl/CSIFINAL\\03047.04\\DEC 2004 ANOD\\
0041217 _HYDROGRAPHS.OOC 1000 1200 010e:2000
,,,,., f.,.,
6 APP A-144 1400 lllOO 2400 REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 100 o..:i---,.-~r--.--..~..--;:---...~-r---....~~"'F--,.-~.---r--,..~~-.--,.~~-r----,.---.---.-~~
7'00 0200 0400 1000 1200 1400 1600 1800
~00 0200 0400 0600 0800 1:200 1~00 1600 1BllD "2000 22DD 2400 HIO o.1-,.--.---.--.-r--r-r-_;__-r--r--F-~....-.--:.=:::::;::;::;:=:;:::::;=~,::::;:=i 00 0200
~OD 06llO Ol!OO TOl*I Prec.l*lt*tf6CI llVCS\\FINAL'()3047 04\\DEC 2004 ANOO\\
0041217 _HYOROGRAPHS.OOC l(JOQ 120Q 01Dec2DOD 7
APP A-145 1400 ISIO 1900 2000 l2llO B**in lOOYrAMl/22104 Run 500 V ** Storm T Mo 1601cOA, 'S 45 REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 1<100 1200 1000 600 o.+----.~-..--.-~r---..-----,.----""T"""--r~-..--r....,.~:::..-~....--.---.~-..--.-~r-~----,.-----.---,-~...- 2-iDO OIOO 0600 ll800 1200 UlOO
! eoo 600 400 1000 1200 1400 01 Dft:2llOO 16DO
!BOO IOOYr-112210*
500 Yoar Slorm 16lht04 15 46 2400 O-J---.,.--...,........,,.--..,...__,.----..,........,.-----,-----,.----.....-""""1"""--r----.r--r---..----...,........,.----..,.........,.----..,.........,,.--..,....__,.---- 2400 WCSIFINAL~3047.04\\0EC 2004 ANOO\\
0041217 _HYDROGRAPHS.DOC 1000 ID>
010e:2000 8
APP A-146 1400 1600 1800 2200 1DOV<AMI1'22104 600 Y111 SI Df"'
l&D1c04, 15 4&
2<100 REVISION3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 04--..---,r---r--r---,r---T---..---,,,.--..,--..--i::::-..,....--.-___,;-......... -i-~...-...--.---,...-...--..---,...--r-
MOO 0200 0.00 06CD 0800 T 111 flt*6 *Jh: 6ori loll 5ulllltHllhS9 1000 1200 Oloet'2000 o.. *......
1400 1600 B*t*n Run Tln11 IOOVrAMl/2210~
500 Y*** S1 orm 16D1cOA 15 H
- in-.,...,, 1
.. Fl
!l.1000 0-1-~___,.,__,..._,,.___,..,,_-.---,---,-.--...---,..--....
~___,~--~-=:.;..........;;.::....=,-=:.;=:::;;~~-;;>~;=~
2*00 0200 Q.400 Jutte I I on.J Sulbn tn*58
.. *c.19-4 WCSIFINAL\\03047.04\\DEC 2004 ANOO 0041217 _HYOROGRAPHS.OOC 1000 1200 01QK2llOO 9
APP A-147 16t0 1800 2200 9*1ln IOOYrAMl/2210' Run SOD Yo1r St or Tim*
18Dtc0; 15
REVISIONJ 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 1500 f ID!ll 04---.-~.---.--.---.~..----.-~~..----.-...... ic:....--""T"""--.--...,..--..---..---.~..----.--..--..-.--""T'"""~
2400 0200 0400 06QD 1000 1::!00 IBOD
!!JOO 2200 2400 01 7000 Re*cn-~
100VrAM11'22/04 SOD Ya"' Sc o '"'
Junct IOO*:l 1601cO~
16 '8 010ec2il00 ri : : :
~: *
~ :
~ : T : t *: *: :
~ :
~ :
~ : T 100 ao 40 al-.-:.--..-__.;_-.-.;._,_,..--,-....,-~~-....-=::=::::::::;::::;:::::;::=:;::::~
2400 0200 fl400 0600 oeoo 1000 at*I Pnthlt*1lon lO*I
~111111.Hln*O 1200 1<100 1IOO 010.:2000 1800 2000 2200 Baoio 100V1AMl/22/04 Run 500 Y1a1 Storm Tlmo
180ee04, 6 48 VllCS\\FINAL\\03047 04\\0EC 2004 ANOO\\
0041217 _HYOROGRAPHS.OOC 10 REVISION3 17 DECEMBER 2004 APP A-148
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 1500 o.+----.~-.---.~...... ---.~..,...--.~..,...---.~~1~..,..i::.;~...;.=.:...-.""""'T'"......,.__~_.,..,...__.._,,~...,...--,~-.-~~*
7'100 ll200 0400 0600 0800 1000 1:200 1400 1600 1800 2000
"*.. h I,
lllOO Jwaesto"**
Sw~tlu ln*t fl**CHhS 01Det2DOO Bt 1 n Run Tim*
IOOYrM!l /2210~
!iOO Yo tr SI orro 16DocOA. 15
~9 o-+---.~-.----.~....---.~-.---.~-.--..~-.---i;:....::..,...........,~..,...........,~..,...........,~..,...~~-.----.~-.----.~
00 0200 0600 Junc11on-.d WCSIFINAL\\03047.04\\DEC 2004 ANODI 0041217 _HYDROGRAPHS.DOC 0600 1000 1200 01~2000 11 APP A-149 1400 1600 1800 I
Bo l n Run T lme 2000 IOOY1AMI 12210~
500 Ve11 S1orm 160ocO~. 15 AO REVISION 3 17 DECEMBER 2004
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 01~
2400 0200 0400 osoo oeoa 1000 1200 1400 1600 aoo 2000 mo 2<100 1:1. : : : : ;. : : : ! : '. : : : '. : : : : : I 60 n
... JO o-t--,...--,.~..---.--.---,,..-..--r---r~r-"~--r---.~..---.----.---.r--..---.--,.~.--~--.--+,
2000 0200 ClllDO 0600 0000 1000
!:WO 1400 1600 1800 2000 2<00 2400 OIOecmlll 11100 100Y*AMI 12210*
500 Ytor S1 orm lli01aU*, 16 50 o-l--....__;~....--,...--.~.......--.--..~..---r-....
e::;.,~-r-....::;.:::::;::;;:,""""....,-...-.........-....._.,_...,._-i:.
2*00 0200 0400 0600 0800 JunQ ti Ot'hS
....,..,,..7 f't*Ch* D WCS'flNAL\\03047 04\\DEC 2004 ANODI 0041217 _HYOROGRAPHS.OOC 1000 12ll0 010<<2000 12 APP A-150 1400 1600 1800 100YrAM1 /22/04 SOD Y or S1 """
160H0*, I 6 50 REVISION3 17 DECEMBER 2004

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