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HomeMy WebLinkAbout3338; Agua Hedionda & Calavera Creek Dredging; Flood Control; 1996-05-01Flooding Issues Related to Agua Hedionda Creek for Rancho Carlsbad Mobile Home Park Prepared for Rancho Carlsbad Mobile Home Park Howard Prepared by H. Chang, Ph.D., May, 1996 P. 0. Box 9492 Rancho Santa Fe, CA 92067 TEL: (619) 756-9050 FAX: (619) 756-9460 Howard H. Chang Consultants Hydraulic and Hydrologic Engineering Erosion and Sedimentation Flooding Issues Related to Agua Hedionda Creek for Rancho Carlsbad Mobile Home Park I. SUMMARY Rancho Carlsbad Mobile Home Park is located along the banks of Agua Hedionda Creek in Carlsbad. This report was prepared for Rancho Carlsbad Mobile Home Park to address the flooding issues for the park. In order to assess the potential for flooding, a hydraulic study was made covering the following aspects: (1) Delineation of 100-yr floodplain for the park - A HEC-2 study was made for Agua Hedionda of '1s" dpr Certain areas outside the main channel are subject to shallow flooding. Manitou Engineering also determined the number of units subject to flooding. Flow velocities for the channel and floodplain area are provided in this report. Velocities outside the channel are too small to be hazardous. Creek through the park area. (2) Capacity for the existing channel - The existing channel for Agua Hedionda Creek through the park is insufficient to convey the 100-yr flood discharge. The maximum capacity of the channel was determined by HEC-2 computations to be about 6,500 cfs which is the 50-yr flood. (3) Duration of flooding for overbank areas of channel - The time duration of flooding of areas outside the channel was determined using the 100-yr hydrograph of the Agua Hedionda Creek. This duration is less than 2 hours. (4) Feasibility of floodwater detention: The golf course south of the park was considered as a possible floodwater detention basin in order to cut off the high flows of the channel. The volume of water storage provided by this area is insufficient for significant reduction of the flood peak. 1 II. HYDROLOGY FOR THE STREAM CHANNEL Return Period Years The hydrology for the stream flow of Agua Hedionda Creek was based upon the results of a hydrology study by Chang (1989). According to that study, the 100-yr flood discharges for Agua Hedionda Creek through Rancho Carlsbad Mobile Home Park are as follows: Discharge, cfs Discharge, cfs Above confluence Below confluence Upstream of the confluence with Calavera Creek: 8,080 cfs Downstream of the confluence with Calavera Creek: 9,850 cfs. 60 50 40 The hydrographs for the 100-yr flood are shown in Fig. 1 6,800 , 8,300 6,400 7,800 6,000 7,300 The 10-yr flood discharges for Agua Hedionda Creek in this area are given below: Upstream of the confluence with Calavera Creek Downstream of the confluence with Calavera Discharges for floods of other return periods were determined based on a statistical analysis. It was assumed that flood discharges for the creek follow a log-normal distribution as shown in Fig. 2. Discharges obtained from this distribution are tabulated below. I 100 I 8.080 I 9.850 I I 90 I 7,700 I 9,700 I I 80 I 7,450 I 9,300 I I 70 I 7,200 I 8,800 I 30 20 10 III. THE 100-YR FLOODPLAIN -. 5,300 6,400 4,700 5,400 3,470 3,900 A floodplain is the area subject to inundation by a 100-yr flood. Water-surface elevations for Agua Hedionda Creek were obtained using the HEC-2 computer program by the U. S. Army Corps of Engineers. Locations of cross sections used to define the channel and floodplain - geometry are marked on the topographic map. channel are shown in Fig. 3. Profiles of these cross sections near the main %w&gbnE 8- fn lwMylWs, m tht - Wkr of 2 tla 3 *' 'bodd8ian JL Ctnhpti!%afk 0s- ' eievatios pmvided by Manitou - i 'I - The computed water-surface profile for the 100-yr flood together with the existing channel- bed profile are shown in Fig. 4. The bridge at Rancho Carlsbad Drive is subject to overtopping - during the 100-yr flood. W?W &WW Waf. A part of the flow may also spread out toward the north to affect - .to bid tba; flow. *'Ildewea& @ahaue thrt top G!$Y,~~QQ af 62 feWB~~ation will I_ be 03 nyp, bj Manitou ** E- Other computed results for the 100-yr year flood are summanzed ' inthe tablebelow. The table contains the information on the flood discharge (Q, in cfs), computed water-surface elevation (CWSEL, in feet), depth of flow (DEPTH, in feet), discharge in the main channel (QCH, in cfs), velocity in the main channel (VCH, in feet per second), velocity in the left overbank area (LOB, in feet per second), and velocity in the right overbank area (ROB, in feet per second). It can be seen that overbank velocities are generally too small to present any hazard. 3 SECNO Q .010 9850.00 " 1.100 9850.00 " 2.800 9850.00 * 5.000 8080.00 6.210 8080.00 7.580 8080.00 9.150 8080.00 12.200 8080.00 14.650 8080.00 17.190 8080.00 19.830 8080.00 21.510 8080.00 22.810 8080.00 25.410 8080.00 * 25.860 8080.00 * 27.160 8080.00 * 28.040 8080.00 * 29.180 8080.00 * 30.120 8080.00 * 30.500 8080.00 CWSEL DEPTH QCH 40.24 42.20 42.39 45.41 45.20 45.29 45.75 46.52 47.44 47.96 48.?7 49.04 49.13 49.62 52.12 52.84 53.56 55.59 56.18 59.22 7.24 9850.00 8.90 9850.00 8.69 9820.21 11.11 8032.94 10.30 7928.59 9.69 7925.38 9.65 7948.00 9.92 7910.44 9.74 7819.05 9.46 8080.00 9.47 8065.18 8.74 8001.81 8.23 7962.17 7.72 8080.00 9.82 8040.08 10.14 8080.00 9.96 8080.00 11.09 8080.00 11.28 8080.00 14.32 7303.20 VCH 13.07 10.55 15.07 9.00 10.93 11.80 11.63 11.58 10.62 10.58 9.76 9.88 10.74 11.73 14.61 15.20 14.88 11.21 19.00 13.50 LOB ROB . 00 .oo 2.05 1.41 1.40 1.36 1.60 1 .oo 2.03 . 00 1.30 1.46 2.05 .oo 1.58 . 00 . 00 . 00 .DO 1.48 . 00 .oo .55 1.42 1.78 2.31 1.96 1 .88 . 00 . 00 .54 .69 .oo .oo . 00 . 00 . 00 .DO .oo 1.73 N. CAPACITY OF THE EXISTING CHANNEL Since the 100-yr floodplain extends beyond the banks of the main channel, the existing channel for Agua Hedionda Creek is insufficient to convey the 100-yr flood discharge. The maximum capacity of the channel was determined by HEC-2 computations as described below. Water-surface profiles of the channel were obtained using the HEC-2 program for several flood discharges lower than the 100-yr discharge. The computed results are summarized in the table below. The water-surface profiles are shown in Fig. 5. The water-surface elevations for each profile were compared with the bank height of the channel. From these comparisons, it may be concluded that the channel under its present configuration has the bankfull discharge of about 6,500 cfs. This discharge has the approximate return period of 50 years. SECNO Q CWSEL DEPTH QCH VCH LOB ROB .010 8300.00 39.39 6.39 8300.00 12.56 . 00 . 00 .010 7200.00 38.88 5.88 7200.00 11.88 .oo . 00 4 .010 6000.00 1.100 8300.00 1.100 7200.00 1.100 6000.00 2.800 8300.00 2.800 7200.00 2.800 6000.00 5.000 7000.00 5.000 6000.00 5.000 5000.00 6.210 7000.00 6.210 6000.00 6.210 5000.00 7.580 7000.00 7.580 6000.00 7.580 5000.00 9.150 7000.00 9.150 6000.00 9.150 5000.00 12.200 7000.00 12.200 6000.00 12.200 5000.00 14.650 moo.oo 14.650 6000.00 14.650 5000.00 17.190 7000.00 17.190 6000.00 17.190 5000.00 19.830 7000.00 19.830 6000.00 19.830 5000.00 21.510 7000.00 21.510 6000.00 21.510 5000.00 22.810 7000.00 22.810 6000.00 38.33 41.24 40.52 39.69 41.53 40.92 40.22 44.33 43.58 42.67 44.11 43.41 42.57 44.25 43.55 42.73 44.97 44.29 43.55 45.80 45.16 44.45 46.70 45.99 45.21 47.26 46.59 45.85 48.07 47.39 46.62 48.33 47.64 46. a7 48.43 47.74 5.33 6000.00 7.94 8300.00 7.22 7200.00 6.39 6000.00 7.83 8291.49 7.22 7197.76 6.52 5999.95 10.03 6971.09 9.28 5983.95 8.37 4996.08 9.21 6958.36 8.51 5986.28 7.67 4998.66 8.65 6940.34 7.95 5973.48 7.13 4996.50 8.87 6941.17 8.19 5983.74 7.45 4995.51 9.20 6922.42 8.56 5975.10 7.85 4m.n 9.00 6849.79 8.29 5933.47 7.51 4985.33 8.76 7000.00 8.09 6000.00 7.35 5000.00 8.77 6992.88 8.09 5996.05 7.32 4998.89 8.03 6970.86 7.34 5991.05 6.57 4998.32 7.53 6933.26 6.84 5972.94 11.00 10.01 9.59 9.08 14.45 13.84 13.07 8.89 8.44 8.08 10.96 10.37 9.83 11.91 11.40 10.97 11.24 10.69 10.07 11.11 10.49 9.79 10.20 9.75 9.24 10.11 9.60 9.03 9.24 8.70 8.14 9.46 9.01 8.52 10.35 9.95 . 00 . 00 .oo .oo 1.46 1.06 .41 1.28 1.06 .65 .99 .93 .53 .35 .oo .oo 1.09 .36 .oo 1.12 .84 .45 1.67 1.26 .e4 .oo .oo .oo 1.17 .97 .64 1.11 .96 .64 1.67 1.19 . 00 . 00 .oo .oo . 00 . 00 . 00 1.29 1.08 .68 1.28 .96 .55 1.95 1.46 .76 1.58 1.23 1.07 1.45 .93 .46 . 00 . 00 . 00 .oo . 00 . 00 .01 . 00 . 00 .33 . 00 . 00 . 00 . 00 5 t 1 * 1 * * t . t I * . " " t .. * t t * 22.810 5000.00 25.410 7000.00 25.410 6000.00 25.410 5000.00 25.860 7000.00 25.860 6000.00 25.860 5000.00 27.160 7000.00 27.160 6000.00 27.160 5000.00 28.040 7000.00 28.040 6000.00 28.040 5000.00 29.180 7000.00 29.180 6000.00 29.180 5000.00 30.120 7000.00 30.120 6000.00 30.120 5000.00 30.500 7000.00 30.500 6000.00 30.500 5000.00 31.160 7000.00 31.160 6000.00 31.160 5000.00 31.940 7000.00 31.940 6000.00 31.940 5000.00 33.140 moo.00 33.140 6000.00 33.140 5000.00 34.WO 7000.00 34.960 6000.00 34.960 5000.00 46.98 6.08 4994.05 46.97 7.07 7000.00 46.33 ,~ 6.43 6000.00 47.64 ' 5.74 5000.00 51.20 _1 8.90 6991.38 50.48 8.18 5559.22 49.72 '<# 7.42 5000.00 . .I 52.11 ,y3 9.41 7000.00 51.38 8.68 6000.00 50. 59 7.89 5000.00 .?& 52.85 52.15 51.38 54.79 54.00 53.13 55.12 54.15 53.12 55.12 54.36 55.36 59.33 57.39 56.88 59.94 59.38 58.20 60.34 59.95 58.90 61.47 61.02 59.31 9.25 7000.00 8.55 6000.00 7.78 5000.00 10.29 7000.00 9.50 6000.00 8.63 5000.00 10.22 7000.00 9.25 6000.00 8.22 5000.00 10.22 moo.00 9.46 6000.00 10.46 5000.00 12.03 6656.11 10.09 5898.59 9.58 4657.58 11.24 5717.86 10.68 5203.97 9.50 3166.84 11.14 5646.88 10.75 5058.06 9.70 2922.02 11.57 6568.90 11.12 5771.43 9.41 3068.97 9.50 11.32 10.85 10.37 14.52 13.97 13.32 14.67 14.11 13.67 14.39 13.86 13.25 10.81 10.37 9.88 18.18 17.22 16.18 18.17 16.83 12.68 9.74 10.80 9.11 12.17 11.82 8.40 12.42 11.66 7.72 9.49 8.86 6.13 .82 . 00 .oo . 00 1.26 .70 .oo . 00 . 00 .oo . 00 . 00 . 00 .oo .oo . 00 . 00 . 00 . 00 .OO . 00 . 00 3.42 2.45 1.21 3.61 2.86 1.95 4.15 3.50 2.15 2.64 2.02 2.48 .oo . 00 . 00 .oo . 00 . 00 . 00 .oo . 00 . 00 . 00 .oo . 00 . 00 . 00 . 00 .oo .oo . 00 . 00 . 00 . 00 3.65 2.79 1.78 4.46 3.84 2.45 4.41 3.n 1.33 2.67 2.04 . 00 6 V. DURATION OF FLOOD FOR OVERBANK AREAS OF CHANNEL The time duration of flooding for areas outside the channel was determined using the 100- yr hydrograph for Agua Hedionda Creek shown in Fig. 1. Based on the hydrograph upstream of the confluence with Calavera Creek, the duration for discharges greater than 6,500 cfs is less than 2 hours. VI. FEASIBILITY OF FLOODWATER DETENTION The golf course east of the Mobile Home Park and south of the stream channel was considered as a possible site for a floodwater detention basin in order to cut off the high flows of the channel. The feasibility of this scheme was determined as described below. The golf course is a lower area or a basin. The floodwater detention basin may be created by a berm separating the basin from the main channel. Flows higher than 6,500 cfs would be spilled from the channel by overtopping the berm into the basin. In order to provide adequate floodwater storage, the basin must have a capacity equal or greater than the volume of water for the flood at discharges higher than 6,500 cfs. The volume of floodwater is given by the area under the hydrograph. For discharges higher than 6,500 cfs, the volume of floodwater is obtained from Fig. 1 to be 96 acre-feet. The maximum volume of storage that may be provided by the detention basin was measured from the topographic map of the golf course. The volume of storage below the elevation of 58 feet is about 25 acre-feet. Since the volume of storage is much less than the volume of floodwater, the floodwater detention scheme is not feasible in this case. REFERENCES 1. Chang, H. H., 1989, “Hydrological Study for Northeastern Carlsbad”. 7 - LIST OF FIGURES - Fig. 1. Hydrographs of 100-yr flood for Agua Hedionda Creek in the Park Fig. 2. Recurrence frequency versus flood discharge for Agua Hedionda Creek Fig. 3. Cross-sectional profiles of stream in the park Fig. 4. Computed water-surface profile of the 100-yr flood Fig. 5. Computed water-surface profiles for several flood discharges - - APPENDIX. Input/Output Listings of HEC-2 for the 100-yr flood 8 a 0 0 h - It < .................................................. .................. 9 \ \ ...................... ...................... N 0 m m * N rl 3 ................. ........... \ ............... m Lu -5 Occurrence frequency in 100 years (Q Cross-Sectional Profile at Sec. 0.01 Elev.. it 50 .......................... .............................. ............................ 30 ' I lQO0 1940 ma0 2020 2060 2100 Station (looking upstream). it Cross-Sectional Rofile at Sec. 2.80 .......................... \ ........................... 1900 1940 1980 2020 2060 2100 Station (looking upstream). it ! Fig. 3. Cross-sectional profiles of stream in the park 45 40 35 Cross-Sectional Profile at Sec. 5.00 lev., it \ 30 1900 1940 1980 2020 2060 2100 Station (looking upstream), it 5c 45 40 35 Cross-Sectional Profile at Sec. 6.21 lev., it 1900 1940 1980 2020 2080 2100 Station (looking upstream). it 5c 45 4c 35 Cross-Sectional Profile at Sec. 7.58 lev., it .............................. i .............................................................. --\ ....................... ......,....... ................................................... 50 45 40 35 ..... ~~ ....................... 1900 1900 lev., it 1940 1980 2020 2080 Station (looking upstream), it Cross-Sectional Profile at Sec. 9.15 2100 ............................ 1, ........................... ............................ .......................... / 1940 1980 2020 2080 Station (looking upstream). it ............................. - 2100 Cross-Sectional Profile at Sec. 12.20 45 F'-?, ............................... i... .. .............................. r 1900 1940 1080 2020 2080 2100 Station (looking upstream), it Cross-Sectional Profile at Sec. 14.65 50 45 40 35 lev., it ....................... '7 .................................. ~l / ........................... ............................. 1900 1940 1980 2020 2080 2100 Station (looking upstream), it 50 45 40 35 Cross-Sectional Profile at Sec. 17.19 lev., it f ........................................................... i .............................. I( ~~ ................................................. .., .............................. 1900 1940 1980 2020 2060 2100 Station (looking upstream). it Cross-Sectional Profile at Sec. 19.83 45 ............................. r 1900 1940 1980 2020 2060 2100 Station (looking upstream). it Cross-Sectional Profile at Sec. 21.51 50 ......................... ...i .............. ............................ ............................ ~~ 1900 55 50 45 40 .......................... / 1940 1980 2020 2060 Station (looking upstream), it Cross-Sectional Profile at Sec. 22.81 lev.. ft .............................. .............................. .............................. ............................. .......... I 1900 2100 1940 1980 2020 2080 Station (looking upstream), it 2100 Cross-Sectional Profile at Sec. 25.41 55TE ................................... f ....................... / 1900 1940 1 gao 2020 2080 2100 Station (looking upstream). it P Cross-Sectional Profile at Sec. 25.86 Elev.., it 55 ................................ ~ ........................ \ ...... .......... .......... 45 ................................ .................................. ................... 40 ............................ / ............................. 1900 1940 1980 2020 2080 2100 Station (looking upstream), ft ! 7 ............................ Elev.. it 6oF 55 - ............................... 50 ....................... Cross-Sectional Profile at Sec. 27.16 Cross-Sectional Profile at Sec. 28.04 Elev.. it BO 1900 1940 1980 2020 2060 2100 Station (looking upstrcam). it Cross-Sectional Profile at Sec. 29.18 Elev., it 60 ............................. .............................. 1900 1940 1980 2020 2060 Station (looking upstream), it Cross-Sectional Profile at Sec. 30.12 2100 ................................ i ................................... j ................................... i .................................. : 40 ' I I I 1900 1940 1960 2020 2060 Station (looking upstream), it 2100 ... .... +l al al '* .... In 0 In 0 In 0 In 0 eo (D In In * * m m (0 m -# m N m 0 m CD N (0 N * N 4 Q1 0 0 03 N- F 0 34 d + W (D 34 -r( : 8 -#o *d 2 0 3 CD (D * N 0 APPENDIX - INPUT/OUTPUT LISTINGS OF HEC-2 - .................................... * HEC-2 UATER SURFACE PROFILES t .. " t - * * Version 4.6.2; May lWl t " * " -* * RUN DATE 04MY96 TIME 15:27:16 * **** t****t**********~~~~~~~..~**~~~...***=~~ tttt*ttt*t****tt*.**Nttttttt*tt*********"*""" HEC-2 WTER SURFACE PROFILES Verrim 4.6.2; May lWl .H.****tt***.t*"*~t**tt*tttttttt. x x xxxxxxx XXXXX xxxxx x xx xx xx x xx X X xxxxxxx xxxx x xxxxx xxxxx x xx X X x xx xx X x x xxxxxxx xxxxx x x x x x x x t*.tttt*.**t**tttttt.*******ttt. U.S. ARMY CDRPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER ' 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 ttt**tt*********tt*tttttttt.tt***tttt*t THIS RUN EXECUTED 04MAY96 15:27:16 T1 AOUA HEDIDNDA CREEK, CARLSEM T2 T3 J1 ICHECK INP NINV IDlR STRT METRIC HVlNS P USEL Fa CROSS SECTIONS ARE LWKING UPSTREAM, YITH CENTERLINE AT STATION 2000 2 0.006 10.0 J2 NPRDF IPLOT PRFVS XSECV XSECH FN ALLDC IEU CHNIU ITRACE 1 -1 J3 VARIABLE CWES FOR SUMMARY PRINTOUT 3a 43 1 8 14 26 55 56 PT UT .. NC ET x1 GR GR Sa ET x1 x2 6.0 9910 9910 3930 8350 7240 6.0 9850 9850 3910 8300 no0 0.06 0.06 0.025 0.1 0.3 9.1 9.1 9.1 9.1 9.1 0.01 10 1945.5 2054.5 40 95 45.8 1945.5 37.0 1945.5 33.2 1953.5 33 2015 33 2035 33.2 2046.5 1.05 1 .a 3.0 150 93 4 9.1 9.1 9.1 1.10 110 110 DCUNSTREAM FACE OF EL CAMINO REAL BRIDGE UPSTREAM FACE OF EL WUIIND REAL BRIDGE 1 44.0 45.2 6040 6000 9.1 1945.5 2054.5 68 ~. 33 1965 33 2000 37 2054.5 45.8 2054.5 1200 0 33.3 33 9.1 1945.5 2054.5 110 0.3 ET x1 GR GR 2.80 44.0 33.7 44.0 9.1 11 9.1 1955 42.0 34.0 9.1 2045 1945 2030 9.1 170 36 1930 34 43.8 2060 1975 2050 .. 1930 2000 2130 1965 2045 42 GR a1 ET x1 GR GR GR ET x1 GR GR GR GR ET x1 GR GR GR GR 8080 9.1 12 1927 1984 2050 9.1 17 6 Bo80 9.1 1950 42.0 34.3 43.0 3470 9.1 moo 6000 9.1 9.1 230 190 40.0 1957 34.5 2006 43.7 2200 5000 9.1 220 38 34.5 44.0 1945 2055 1980 2038 5.00 43.0 34.4 42 ... 2050 1950 2000 2100 1970 2032 2264 35 38 9.1 19n 44.0 34.9 44.3 43.9 9.1 9.1 9.1 9.1 9.1 1940 34.9 43.6 49.0 2078 6.21 44.0 34.9 44.0 45.0 2056 1966 2039 2285 .. 121 35.0 44.0 45.0 1868 2003 2198 1992 2078 2473 2000 2161 2473 2474 9.1 19 2531 9.1 2053 1827 2007 2235 2497 9.1 9.1 lL5 120 1940 2070 7.58 44.0 35.6 44.7 1 968 44.3 35.6 137 44.0 42.0 45.0 44.4 .. 1760 2000 2145 2497 . ._ 44.7 1895 36.0 2035 44.5 2308 45.5 2499 1968 2053 2382 35.7 44.0 45.2 1988 208a 2439 44.0 49.5 9.1 45.5 2560 ET x1 GR 9.1 22 1637 1960 2023 2300 9.1 9.1 9.1 P.1 1940 2065 9.15 46.0 44.0 36.3 ... 1960 46.0 36.3 42.0 ... 2045 1703 1976 2045 ~~~ ... 165 145 46.0 1 TI0 36.1 1996 44.0 2052 45.5 2441 .. 157 46.0 36.1 44.5 45.8 1837 2000 2131 2492 45.0 36.2 1898 2005 GR GR GR GR 45.0 49.8 2210 2492 45.1 45.8 45.2 44.5 9.1 1949 46.8 46.0 36.6 46.7 46.4 9.1 1972 48.7 47.0 2391 2552 at 2493 ET x1 GR 9.1 22 1507 1847 2000 2260 9.1 305 47.3 38.0 46.0 1900 2070 12.20 46.0 46.8 36.6 46.6 47.0 ... 2032 1559 1942 2011 1690 1961 2107 2462 47.1 36.8 48.0 1 768 2176 1970 GR GR GR GR ET x1 GR GR 2327 2525 9.1 2062 1508 1826 wag 46.9 2394 47.0 51.0 2462 2463 9.1 25 1457 9.1 9.1 245 245 49.3 1559 9.1 245 49.2 1920 49.0 44.0 46.0 48.7 48.0 1951 49.4 46.0 48.0 50.0 2060 1679 1972 14.65 48.0 48.0 40.0 47.2 49.4 1619 1941 2042 2254 2476 1759 1979 46.0 1894 45.3 .. 38.0 48.0 48.0 ~~ 37.7 2000 4a.8 2213 52.0 2475 ~ .. 38.0 48.0 48.0 2062 2322 2541 GR GR ~. . . 2092 2390 2152 2475 GR ET x1 GR GR GR GR GR ET x1 GR 9.1 24 1226 1644 1964 2107 2443 9.1 26 1183 1591 1953 2039 2333 2495 9.1 29 1076 1504 1861 2000 9.1 1951 49.5 48.7 38.5 49.1 54.0 9.1 2054 1297 1736 1973 2161 2443 9.1 9.1 254 254 49.5 1369 48.0 1828 38.5 2000 49.5 2245 50.0 2444 9.1 9.1 262 266 50.0 1306 48.0 1748 39.3 1973 50.0 2106 52.0 2434 9.1 254 49.5 46.0 2100 1552 1951 2054 2386 17.19 49.4 49.4 40.0 48.5 50.0 1460 1914 ... 38.6 50.0 50.0 .. . . 2024 2329 2506 9.1 1953 9.1 2053 9.1 264 49.3 48.0 1950 48.7 46.6 39.4 50.9 52.0 2080 1496 1931 2028 2257 2435 19.83 50.0 48.0 46.0 40.4 51.3 52.0 50.0 48.0 40.0 48.0 51.7 1244 1 649 1401 1845 ~~~ GR GR GR GR .. .. 2000 2181 2434 39.3 50.4 56.0 1 964 2053 2383 GR ET Xl GR GR GR GR 9.1 9.1 150 185 50.0 1269 L7~7 1657 9.1 168 50.0 47.5 40.4 48.0 1920 49.3 2080 1435 1801 1970 2096 9.1 1951 9.1 2054 1172 1573 1937 2029 21.51 50.0 48.7 47.1 40.3 . 50.0 48.0 48.0 40.4 1366 17L1 ~ ~~ 47.3 40.3 50.0 .. .. 46.0 1951 40.5 2040 .. . . 1962 2054 A-2 GR GR ET x1 GR GR GR GR GR GR ET x1 GR GR GR GR GR GR GR GR ET x1 GR GR GR GR GR GR GR GR ET x1 GR GR GR GR GR GR GR GR ET x1 GR GR GR GR GR GR GR GR ET x1 GR GR GR GR GR GR GR GR NC ET x1 x3 GR GR 51.0 54.0 22.81 50.0 49.0 48.0 40.9 53.3 60.0 25.41 52.0 52.0 54.0 50.0 41.9 56.0 56.0 52.4 25.86 52.0 50.9 54.7 44.0 42.4 56.6 56.0 57.8 27.16 55.3 54.0 54.0 54.0 58.0 44.0 57.0 58.0 28.04 54.7 56.0 56.0 58.0 46.0 57.7 55.2 59.0 29.18 58.3 59.3 58.0 48.0 46.0 58.0 59.0 60.5 0.03 2163 2504 9.1 28 1040 1437 1810 2000 2256 2591 9.1 36 797 1212 1541 1887 2000 2188 2548 2752 9.1 36 873 1326 1667 1985 2022 2324 2701 2761 9.1 39 800 1010 1310 1666 1936 2020 2289 2718 9.1 36 805 1200 1640 1956 2029 2280 2670 2795 9.1 36 818 1245 1640 1973 2023 2240 2605 2803 52.0 58.0 9.1 1955 49.9 48.5 48.0 41 .O 54.6 56.0 9.1 1952 52.0 51.3 56.0 50.0 41.9 56.0 56.0 9.1 1972 52.0 50.4 53.3 42.5 54.0 56.0 60.0 9.1 1958 54.7 56.0 54.0 54.0 56.0 46.0 57.0 62.0 9.1 1956 55.3 56.0 56.0 46.0 54.0 57.1 58.0 9.1 1953 59.2 59.1 58.0 46.0 48.0 58.0 60.0 2231 2504 9.1 2060 1138 1495 1867 2039 2328 2592 9.1 2075 880 1292 1607 1899 2012 2247 2629 9.1 2053 967 1411 1761 1590 2053 2423 2701 9.1 2045 855 1078 1387 1742 1958 2029 2371 2718 9.1 2048 882 1280 1722 1983 2048 2373 2713 9.1 2051 910 1326 1737 1980 2033 2326 2663 52.2 54.0 9.1 127 49.8 48.0 48.0 50.0 54.0 56.5 9.1 265 52.0 50.7 57.5 50.0 42.0 56.0 56.0 9.1 52 52.0 52.2 52.0 42.3 56.0 56.0 56.0 9.1 135 54.0 54.0 53.2 56.0 46.0 56.0 57.0 58.0 9.1 91 56.0 56.0 56.0 44.0 56.0 56.6 60.0 9.1 121 60.0 58.5 58.0 44.5 56.0 56.8 61 .O 0.03 0.016 9.1 9.1 9.1 9.1 OWNSTREAM FACE OF RANCHO CARLSBAD BRIDGE 30.12 26 1984 2022 100 1984 5715 70 600 60 755 58 60 1542 60 1818 57.5 2310 2505 9.1 137 1236 1553 1925 2060 2405 2670 9.1 253 963 1373 1687 1952 2040 2307 2690 9.1 48 1062 1465 1855 1594 2125 2495 2702 9.1 125 910 1082 1462 1778 1979 2045 2453 2719 9.1 88 960 1373 1803 1993 2066 2466 2721 9.1 107 1003 1388 1834 1993 2051 2373 2703 9.1 89 2022 870 1919 A-3 52.3 54.6 9.1 130 49.7 48.0 46.0 51.0 55.0 9.1 260 52.0 50.0 56.0 42.0 54.0 56.0 60.0 9.1 45 52.0 54.0 52.0 42.3 56.6 56.0 60.0 9.1 130 53.3 54.0 52.3 56.0 44.0 58.0 56.5 58.0 9.1 88 56.0 56.0 56.0 43.6 58.0 56.0 64.0 9.1 114 59.8 58.0 58.0 44.5 58.0 57.4 65.0 9.1 94 57.5 60 56 2389 2574 1335 1638 1955 2122 2498 1046 1454 1785 1970 2075 2387 2690 1157 1520 1953 2000 2175 2567 2702 975 1158 1538 1878 1988 2120 2552 2763 1040 1466 1885 2000 2109 2560 2721 1083 1450 1931 2000 2070 2460 2703 1179 1963 52.5 1930 49.3 48.0 40.9 52.0 56.0 1920 52.0 52.0 53.0 41.9 55.4 56.0 56.0 1920 51.5 56.0 50.0 42.3 57.2 56.0 56.0 1920 54.0 54.0 54.0 58.0 42.7 58.0 56.0 1920 56.0 56.0 58.0 44.0 58.0 55.6 60.0 1920 59.6 58.0 58.0 44.5 58.0 58.0 61.0 1920 60 45 2469 2080 1386 1724 1965 2184 2591 2100 1129 1512 1836 1979 2140 2468 2691 2100 1241 1573 1972 2005 2226 2640 2703 2100 1005 1234 1590 1919 2000 2195 2651 2100 1120 1559 1912 2007 2190 2615 2722 2100 1164 1545 1953 2003 2155 2548 2704 2100 1282 1 984 GR GR GR GR SB ET x1 x2 x3 BT 8T 8T BT BT 8T BT 8T 8T NC ET x1 GR GR GR GR GR GR ET x1 GR GR GR GR GR GR ET x1 GR GR GR GR GR GR ET x1 GR GR GR GR GR GR 45 1984.1 45 1996 45 45 2009 45 2009.1 45 45 2022.1 56 2043 58 61 2798 1.1 1.35 3.4 3a 9.1 7.1 9.1 9.1 UPSTREAM FACE OF RANCHO CARLSBAD BRIDGE 30.50 - 26 .030 31.16 70.0 58.9 60.0 58.4 48.0 58.0 31.94 70.0 57.1 58.4 58.0 58.0 59.0 33.14 70.0 57.1 58.5 58.0 58.0 60.0 ; \ 34.96 70.0 57.1 60.0 58.0 52.0 60.0 600 1179 1818 1984 1996.1 2009 2009.9 2043 2270 .030 9.1 29 686 1002 1416 1848 2020 2388 9.1 28 735 1059 1531 1970 2043 2457 9.1 27 778 1098 1560 1973 2048 2493 9.1 27 843 1159 1610 1953 201 1 2365 1 70 60 60 57.5 57.5 57.5 57.5 57.5 60 .025 9.1 1963 65.0 60.0 59.7 58.0 56.0 59.0 7.1 1970 60.0 57.5 58.5 48.7 57.0 60.0 7.1 1973 60.0 57.5 58.7 50.0 58.4 75.0 7.1 1935 60.0 57.5 60.0 50.0 60.0 75.0 56 1984 0 45 45 56 56 56 9.1 2033 746 1094 1508 1913 2033 2480 9.1 2023 803 1159 1621 1 988 2137 2532 9.1 2026 858 1183 1657 1986 2137 2528 9.1 2025 923 1236 1709 1976 2025 2410 .- 38 57.5 57.5 755 1282 1919 1984.1 1596.9 2009.1 2022 2098 2798 9.1 65 60.0 60.0 59.4 56.0 56.0 60.0 9.1 69 58.0 58.0 58.7 48.7 56.0 75.0 9.1 112 58.0 58.0 58.8 49.2 58.8 9.1 193 58.0 58.0 60.0 50.0 60.0 SECNO DEPTH CUSEL CRIUS YSELK EG a aLoB acH aRo8 ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC CCHV= .lo0 CEHV- .300 'SECNO .010 3301 HV CHANGED MORE THAN HVlNS 3470 ENCROACHMENT STATIONS= 1945.5 2054.5 TYPE= OWNSTREAM FACE OF EL CAMINO REAL BRIDGE .010 7.24 40.24 . 00 .OO 42.89 2.65 11-4 1996.1 2009.8 2098 1.5 9.1 38 2022 60 60 57.5 57.5 57.5 57.5 57.5 57.5 61 9.1 72 806 1174 1600 1963 2118 2573 9.1 87 835 1259 1712 2000 2232 2567 9.1 125 886 1268 1754 2000 2226 9.1 180 953 1313 1809 1996 2110 HV AROB XNR ICONT I TARGET= 45 45 58.8 400 1930 38 57.5 0 56 44.9 45 56 66 58.9 60.0 59.1 48.0 56.0 75.0 1900 78 57.3 58.1 58.8 48.9 57.0 1900 120 57.3 58.2 59.0 50.0 59.2 1890 182 57.3 60.0 60.0 49.9 60.0 HL VOL YTN CORAR 1996.9 2009.9 2152 0 2080 870 1542 1963 1596 1W7 2009.8 2022.1 2152 858 1255 1692 1981 2203 2601 2095 897 1349 1803 2012 2307 2093 949 1365 1852 2013 2315 2080 1018 1411 1872 2000 2195 OLOSS TYA ELMlN TWUID 109.000 .28 .40 44.9 45 60 44.9 1890 58 60 57.5 57.5 57.5 57.5 57.5 58.8 1950 57.8 60.0 58.8 47.3 57.0 1900 56.6 58.3 58.4 56.0 58.0 1900 56.6 58.3 58.5 58.0 59.6 1900 56.6 60.0 60.0 50.0 60.0 L-BANK ELEV R-BANK ELEV SSTA ENDST 95.80 1997 2022 2270 44.9 2100 56 56 56 45 45 2050 91 1 1335 1784 2000 2295 2100 960 1440 1886 2023 2382 2100 1013 1462 1912 2026 2404 2100 1083 1510 1935 2008 2280 9850.0 .O 9850.0 .a .a 753.7 .O 202.6 81.2 100000.00 . 000 .025 ,000 .OOO 33.00 1945.50 0 0 .OO 109.00 2054.50 .24 .OO 13.07 .no .a04041 40. 68. 95. 3 SPECIAL BRIDGE 5227 OWNSTREAH €LEV IS S8 XK XKOR COFQ RDLEN BUC BUP BAREA SS ELCHU ELCHO 4.00 1200.00 .OO 33.30 33.00 38.98 , NOT 40.24 HYDRAULIC JUMP OCCURS DWNSTREAM (IF LW FLOU CONTROLS) 1.05 1.80 3.00 150.00 93.00 'SECNO 1.100 3301 HV CHANGED MORE THAN WINS 3302 WARNING: CONVEYANCE CHWGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.40 CLASS B LW FLW 3420 BRIDGE U.S.= 40.40 BRIDGE VELOCITY= 15.28 CALCULATED CHANNEL AREA= 631. EGPRS EGLUC H3 WEIR QLW BAREA TRAPEZOID ELLC ELTRD UEIRLN AREA .OO 43.92 . 00 0. 9850. 1200. 952. 44.00 45.20 0. SECNO DEPTH CUSEL CRIUS USELK EG HV HL OLOSS L-BANK ELEV R-BANK ELEV a PLOB QCH QROB ALOB ACH AROB VOL T WA TIME VL08 vcn VROB XNL XNCH XNR UTN ELMIN SSTA SLOPE XLOEL XLCH XLOBR ITRIAL IDC ICON1 CORAR TOPUID ENOST 3470 ENCROACHMENT STATIONS= 1945.5 2054.5 TYFE- 1 TARGET= 109.000 UPSTREAM FACE OF EL WINO REAL BRIDGE 1.100 8.W 42.20 . 00 .OO 43.92 1.73 1.03 .OO 96.10 9850.0 .O 9850.0 .a .o 933.9 .o 204.7 81.5 100000.00 .24 .OO 10.55 .oo .a00 .025 . 000 .OOO 33.30 1945.50 .a02053 110. 110. 110. 0 0 0 .OO 109.00 2054.50 'SECNO 2.800 3301 HV CHANGED MORE THAN WINS 3685 20 TRIALS ATTEMPTED USEL,CUSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUME0 3470 ENCROACHMENT STATIONS= 1930.0 2060.0 TYPE= 1 TARGET= 130.000 2. 800 8.69 42.39 42.39 .OO 45.91 3.52 .51 .54 40.00 9850.0 29.7 9820.2 .1 14.5 651.4 .2 207.8 81.9 42.00 .25 2.05 15.07 .55 ,060 .025 .060 .OOO 33.70 1942.07 .a04797 190. 170. 160. 20 8 0 .OO 104.02 2046.09 *SECNO 5.000 3280 CROSS SECTION 5.00 EXTENDED 2.41 FEET 3301 HV CHANGED MORE THAN HVlNS 3302 UARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.59 3470 ENCROACHMENT STATIONS= 1945.0 2055.0 TIP€= 1 TARGET= 110.000 -~ .... . .. - . . . .. . . . . . . . ~ ~~~ 5.000 11.11 45.41 . 00 .oo 46.66 1.25 .52 .23 42.00 8080.0 23.3 8032.9 23.8 16.5 892.4 16.8 211.9 82.5 42.00 .25 1.41 9.00 1.42 .060 .025 .060 .OOO 34.30 1945.00 .a01281 230. 220. 190. 4 0 0 .OO 110.00 2055.00 A-5 'SECNO 6.210 3280 CROSS SECTION 6.21 EXTENDED 1.30 FEET 3301 HV CHANGED MORE THAN HUNS 3470 ENCROACHMENT STATIONS= 1940.0 2078.0 TYPE= 1 TARCET- 6.210 10.30 45.20 .OD .OO 47.02 1.82 8080.0 65.2 7928.6 86.3 46.5 725.6 48.4 .OD1957 125. 121. 113. 3 0 0 .26 1.40 10.93 1.78 . 060 ,025 .060 'SECNO 7.580 3280 CROSS SECTION 7.58 EXTENDED .90 FEE1 3470 ENCROACHMENT STATIONS= 1940.0 2070.0 TYPE. 1 TARGET. 7.580 9.69 45.29 -00 on L7 L> 7 17 .__ .. ._- -. .- ... ~ 8080.0 44.3 7925.4 110.3 32.5 671.7 47.8 .DO2607 145. 137. 120. 2 0 0 .26 1.36 11.80 2.31 .060 .025 ,060 'SECNO 9.150 3280 CROSS SECTION 9.15 EXTENDED 1.25 FEET 3470 ENCROACHMENT STATIONS= 1940.0 2065.0 TYPE= 1 TARGET= 9.150 9.65 45.75 .OD .OD 47.82 2.07 8080.0 50.7 7948.0 81.3 31.7 683.2 41.4 .26 1.60 11.63 1.96 .060 .025 .060 .OD2472 165. 157. 145. 2 0 0 'SECNO 12.200 3280 CROSS SECTION 12.20 EXTENDED .12 FEET 3470 ENCROACHMENT STATIONS= 1900.0 20M.o TVPF= 1 TAPCFT= 138.000 .19 .17 L2.00 . .. 214.3 82.8 42.00 .DO0 34.90 1940.00 .OD 138.00 2078.00 130.000 .31 .09 44.00 216.7 83.2 42.00 .OOO 35.60 1940.00 .OD 130.00 2070.00 125.000 .40 .01 44.00 .. . ~~ 219.4 83.7 42.00 .OOO 36.10 1940.00 .OO 125.00 2065.00 ~. . . -. . . . . . . . - . . . i7o.ooo .OO 48.56 2.04 .74 .oo 44.00 12.200 9.92 46.52 . 00 8080.0 25.3 7910.4 144.2 25.2 683.0 76.6 224.8 84.7 44.00 .27 1.00 11.58 1 .ea .060 .025 .060 .DO0 36.60 1900.00 .OD2387 305. 305. 302. 0 0 0 SECNO DEPTH CUSEL CRlUS USELK EG HV a PLOB acH PRO8 ALOB ACH AROB TIME VL08 VCH VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICON1 "SECNO 14.650 3470 ENCROACHMENT STATIONS= 1920.0 2060.0 TYPE. 1 TARGET= 14.650 9.74 47.44 .OD .OO 49.13 1.70 8080.0 260.9 7819.1 .O 128.5 736.4 .o .28 2.03 10.62 .oo .060 .025 . 000 .002018 245. 245. 245. 2 0 0 *SECNO 17.190 3470 ENCROACHMENT STATIONS= 1951.0 2100.0 TYPE= 1 TARGET. 17.190 9.46 47.96 .OD .OO 49.70 1.74 8080.0 .o 8080.0 .o .o 763.8 .o .28 .OD 10.58 .oo .OD0 .025 .OD0 .002324 254. 254. 254. 2 0 0 'SECNO 19.830 .OD 170.00 2070.00 HL OLOSS L-BANK ELEV VOL TUA R-BANK ELEV UTN ELMlN SSTA CDRAR TOPUID ENDST 140.000 .54 .03 44.00 229.5 85.6 100000.00 .OOO 37.70 1920.00 .OD 140.00 2060.00 149.000 .55 .01 46.00 234.2 86.3 48.00 .OD0 38.50 1951.00 .OD 102.87 2053.87 A-6 3470 ENCROACHMENT STATIONS= 1950.0 2080.0 TYPES 1 TARGET= 19.830 9.47 48.77 .OD .OO 50.24 1.48 8080.0 10.6 8065.2 4.2 8.2 826.4 7.8 .OD1 690 262. 264. 266. 2 0 0 .29 1.30 9.76 .54 .060 .025 .060 'SECNO 21.510 3470 ENCROACHMENT STATIONS- 1920.0 2080.0 TYPE- 1 TARGET. 21.510 8.74 49.04 . 00 .OD 50.55 1.50 8080.0 70.3 8001.8 7.9 48.1 810.0 11.5 .. .30 1.46 9.88 .69 .060 .025 .060 .OD1840 150. 168. 185. 2 0 0 *SECNO 22.810 3470 ENCROACHMENT STATIONS= 22.810 8.23 49.13 8080.0 117.8 7962.2 .30 2.05 10.74 .OD2436 127. 130. SECNO DEPTH CUSEL Q QLOB QCH TIME VLOB vcn SLOPE XLOBL XLCH "SECNO 25.410 3470 ENCROACHMENT STATIONS= 25.410 7.72 49.62 8080.0 .o 8080.0 .30 .OD 11.73 .OD3464 265. 260. 1930.0 2080.0 TYPE; 1 TARGET= . 00 .no 50.90 1.77 ... ..... ~~~ .o 57.5 741.4 .o .OD .060 ,025 .OD0 137. 2 0 0 CRlUS USELK EG HV QROB ALOE ACH AROB VROB XNL XNCH XNR XLOBR ITRIAL IOC ICON1 1920.0 2100.0 TYPE= 1 TARGET= .OD .OD 51.76 2.14 .o .O 689.0 .o .oo .ooo .025 .ooo 253. 2 0 0 'SECNO 25.860 3301 HV CHANGED MORE THAN HVlNS 3685 20 TRIALS ATTEMPTED USEL,NSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED .-. .. 8080.0 3919 8040.'. .31 1.58 14.61 .004565 52. 45. "SECNO 27.160 3685 20 TRIALS ATTEMPTED USEL,CUSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 27.160 10.14 52.84 8080.0 .o 8080.0 .31 .OD 15.20 .005184 135. 130. 130.000 .52 .03 46.00 239.1 87.0 48.00 .OD0 39.30 1950.00 .OD 123.36 2073.36 160.000 .30 -01 ..~ 242.4 87.5 48.00 .OOO 40.30 1920.00 .DO 155.95 2075.95 150.000 .27 .08 46.00 244.9 87.9 50.00 .OOO 40.90 1930.00 .OO 127.98 2057.98 HL OLOSS L-BANK ELEV VOL TUA R-BANK ELEV UTN ELMlN SSTA CORAR TOW10 ENOST 180.000 .75 .ll 50.00 249.3 88.7 54.00 .OD0 41.90 1952.84 .OD 109.39 2062.24 180.000 .l8 .35 50.00 250.0 88.8 54.00 .OOO 42.30 1920.00 .OO 127.98 2047.98 1920.0 2100.0 TYPE= 1 TARGET= 180.000 52.84 .DO 56.43 3.59 .63 -09 %.on . .. ... __.__ ~~~ . ~~ ~ ~~~~ .o .O 531.4 .O 251.6 89.1 56.00 .OD0 .025 .ooo .OD0 42.70 1964.63 125. 20 8 0 .OO 75.31 2039.95 .OD 'SECNO 28.040 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSWEO 1920.0 2100.0 TYPE= 1 TARGET= 180.000 53.56 .oo 57.00 3.44 .46 .02 58.00 .o .O 542.9 .O 252.7 89.2 54.00 . 00 .OD0 .025 .ooo .OOO 43.60 1965.98 A-7 .005241 91. ea. ea. 2 5 0 .OO 80.98 2046.96 SECNO DEPTH CUSEL CRlUS USELK EG HV HL OLOSS L-BANK ELEV aLoB QCH PRO8 ALOE ACH AROB VOL TUA R-BANK ELEV TIME VLOB vcn VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPUlO ENDST a UTN ELMlN SSTA 'SECNO 29.180 3301 HV CHANGE0 MORE THAN HVlNS 3302 UARNING: CONVEYANCE CHANGE WTSIOE OF ACCEPTABLE RANGE, KRATIO = 1.47 3470 ENCROACHMENT STATIONS. 1920.0 2100.0 TYPE. 1 TARGET= 180.000 1.95 .39 .15 58.00 .O 254.4 89.5 56.00 .ooo ,025 .ooo ,000 44.50 1957.82 5 0 0 .OO 92.26 2050.08 29.180 11.09 55.59 . 00 .oo 57.54 8080.0 .o 8080.0 .o .O 720.6 .31 .oo 11.21 .oo ,002430 121. 114. 107. 'SECNO 30.120 3301 HV CHANGED MORE THAN WINS 3685 20 TRIALS ATTEMPTED USEL,CUSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS- 1984.0 2022.0 TYPE= 1 TARGET= 38.000 ELENCL= 57.50 ELENCR= 57.50 ~ ~~~ OWNSTREAM FACE OF RANCHO CARLS8M BRIDGE .OO 61.78 5.60 .23 1.10 45.00 .o .O 425.3 .O 255.6 89.6 57.50 30.120 11.28 56.18 56.18 8080.0 .o 8080.0 . 000 .016 .ooo .OOO 44.90 1984.00 89. 20 5 0 .oo 38.00 2022.00 .31 .OO 19.00 . 00 .002359 100. 94. SPECIAL BRIDGE 5227 OWNSTREAM ELEV IS S8 XK XKOR COFQ RDLEN BUC Bvp BAREA SS ELCHU ELCHO 1.10 1.35 3.40 .oo 38.00 1.50 400.00 .OO 44.90 44.90 54.48 , NOT 56.18 HYDRAULIC JUMP OCCURS OWNSTREAH (IF LW FLW CONTROLS) "SECNO 30.500 6870 O.S. ENERGY OF 3265 DIVIDED FLW 61.78 IS HIGHER THAN CDnPUTED ENERGY OF 59.50 3301 HV CHANGED MORE THAN WINS 3302 UARNING: CONVEYANCE CHANGE WTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.62 PRESSURE AND UElR FLW, Ueir Sutrnergence Baaed on TRAPEZOIOAL Shape EGPRS EGLUC H3 QUE I R QPR BAREA TRAPEZOID ELLC ELTRO UEIRLN 64.73 64.52 .OO 3050. 5040. 400. 405. 56.00 57.50 702. AREA 3470 ENCROACHMENT STATIONS= 1984.0 2022.0 TYPE- 1 TARGET= 38.000 ELENCL= 57.50 ELENCR. 57.50 UPSTREAM FACE OF RANCHO CAPLSBAO RPIOCF ~~~ ~~ ~~ . 00 .OO 61.78 2.56 . 00 .oo 45.00 30.500 14.32 59.22 8080.0 484.1 7303.2 292.7 328.1 540.8 169.4 256.2 89.9 57.50 A-8 .31 1.48 13.50 1.73 .a30 .016 .030 .a00 44.90 800.04 .000896 38. 38. 38. 3 0 0 .OO 601.30 2192.90 *SECNO 31.160 3301 HV CHANGED MORE THAN WINS 3470 ENCROACHMENT STATIONS= 1950.0 2050.0 TYPE- 1 TARGET= 100.000 .OO 61.96 1.43 .07 .ll 56.00 31.160 13.24 60.54 . 00 8080.0 210.9 7558.0 311.1 55.5 766.6 n.0 757 7 90.1 56 nn --.-- ~~.. .... . . ._ .. ... . .32 3.80 9.86 4.04 .030 ,025 .030 .OOO 47.30 1950.00 .001218 65. 66. 72. 3 0 0 .OO 100.00 2050.00 *SECNO 31.940 3301 HV CHANCED MORE THAN HVlNS 3685 20 TRIALS ATTEMPTED YSEL.CYSEL ~~~. -~ ~ ~~ 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSLIMEO OLOSS L-BANK ELEV SECNO DEPTH CUSEL CRlYS YSELK EG HV HL P QLW QCH PRO8 ALOE ACH AROB WL TUA R-BANK ELEV TIME VLOB VCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICON1 CORAR TOPYIO ENOST VROB XNL XNCH XNR YTN ELMlN SSTA 3470 ENCROACHMENT STATIONS= 1900.0 2100.0 TYPE= 1 TARGET= 200.000 31.940 11.79 60.49 60.49 8080.0 689.4 6244.1 1146.5 162.6 498.7 228.9 259.3 .OO 62.45 1.96 .13 .16 58.00 90.7 56.00 .32 4.24 12.52 5.01 .030 ,025 .030 .OOO 48.70 1900.00 .002482 69. 78. 87. 20 10 0 .oo 200.00 2100.00 'SECNO 33.140 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 1900.0 2100.0 TYPE= 1 TARGET= 200.000 33.140 11.70 60.90 60.90 8080.0 902.3 6140.5 1037.1 189.7 484.4 208.3 261.8 .OO 62.88 1.99 .31 .01 58.00 91.2 58.00 .32 4.76 12.68 4.90 .030 ,025 . mo .DO0 49.20 1900.00 .002658 112. 120. 125. 2 6 0 .oo 200.00 2100.00 'SECNO 34.960 3470 ENCROACHMENT STATIONS= 1900.0 2100.0 TYPE. 1 TARGET= 200.000 .oo 63.35 1.53 .42 .OS 60.00 63.3 722.4 135.7 265.6 92.1 60.00 .33 3.17 10.30 3.23 .a30 .025 ,030 .OOO 49.90 1900.00 34.960 11.92 61.82 . 00 8080.0 200.7 7441.6 437.7 .001985 193. 182. 180. 3 0 0 .oo 200.00 2100.00 THIS RUN EXECUTED 04MY96 15:27:16 *.t***t**.*tttt*tt*t**tttttt**.ttt HEC-2 WATER SURFACE PROFILES Version 4.6.2: May 1991 *******...* tttt***.tttt***t*tttt*.*tt NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ITH PROPOSED CANNON ROAD SUMMARY PRINTOUT SECNO Q CYSEL DEPTH QCH VCH VLCa VROB A-9 * t * " t * I I .010 9850.00 1.100 9850.00 2.800 9850.00 5.000 8080.00 6.210 8080.00 7.580 8080.00 9.150 8080.00 12.200 8080.00 14.650 8080.00 17.190 8080.00 19.830 8080.00 21.510 8080.00 22.810 8080.00 25.410 8080.00 25.860 8080.00 27.160 8080.00 28.040 8080.00 29.180 8080.00 30.120 8080.00 30.500 8080.00 31.160 8080.00 31.940 8080.00 33.140 8080.00 34.960 8080.00 40.24 42.20 42.39 45.41 45.20 45.29 45.75 46.52 47.44 47.96 48.77 49.04 49.13 49.62 52.12 52.84 53.56 55.59 56.18 59.22 60.54 60.49 60.90 61.82 7.24 9850.00 8.90 9850.00 8.69 9820.21 11.11 8032.94 10.30 7928.59 9.69 7925.38 9.65 7948.00 9.92 7910.44 9.74 7819.05 9.46 8080.00 9.47 8065.18 8.74 8001.81 8.23 7962.17 7.72 8080.00 9.82 8040.08 10.14 8080.00 9.96 8080.00 11.09 8080.00 11.28 8080.00 14.32 7303.20 13.24 7558.00 11.79 6244.11 11.70 6140.54 11.92 7441.63 SWRY OF ERRORS AN0 SPECIAL NOTES CAUTION SECNOZ WARNING SECNO- CAUTION SECNO= CAUTION SECNOZ CAUTION SECNO= UARNING SECNOZ CAUTION SECNO= CAUTION SECNW CAUTION SECNOX CAUTION SECNO= CAUTION SECNO- CAUTION SECNOl CAUTION SECNO- CAUTION SECNOC 1.100 PROFILE= 1 1.100 PROFILE= 1 2.800 PROFILE. 1 2.800 PROFILE= 1 2.800 PROFILE. 1 5.000 PROFILE= 1 25.860 PROFILE= 1 25.860 PROFILE= 1 25.860 PROFILE- 1 27.160 PROFILE. 1 27.160 PROFILE= 1 27.160 PROFILE= 1 28.040 PROFILE. 1 28.040 PROFILE= 1 13.07 10.55 15.07 9.00 10.93 11.80 11.63 11.58 10.62 10.58 9.76 9.88 10.74 11.73 14.61 15.20 14.88 11.21 19.00 13.50 9.86 12.52 12.68 10.30 . 00 . 00 2.05 1.41 1.40 1.36 1.60 1 .oo 2.03 . 00 1.30 1.46 2.05 . 00 1.58 . 00 . 00 . 00 . 00 1.48 3.80 4.24 4.76 3.17 . 00 . 00 .55 1.42 1.78 2.31 1.96 1.88 . 00 . 00 .54 .69 . 00 .oo . 00 .DO . 00 . 00 . 00 1.73 4.04 5.01 4.98 3.23 HYDRAULIC JUMP O.S. CONVEYANCE CHANGE WTSIOE ACCEPTABLE RANGE CRITICAL DEPTH ASSUNED PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE YSEL CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CRITICAL DEPTH ASSUMED PROSABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE WSEL CRITICAL DEPTH ASSUNEO PROBABLE MINIMUM SPECIFIC ENERGY 20 TRIALS ATTEMPTED TO BALANCE WSEL CRITICAL DEPTH ASSUMED MINIM SPECIFIC ENERGY A-10 UARNING SECNOs - CAUTION SECNO; CAUTION SECNO;: CAUTION SECNO* CAUTION SECNO;. UARNING SECNOz - CAUTION SECNO- - CAUTION SECNO= CAUTION SECNO= CAUTION SECNO- CAUTION SECNO= - 29.180 PROFILE= 1 CONVEYANCE CHANGE WTSIDE ACCEPTABLE RANGE 30.120 PROFILE; 1 CRITICAL DEPTH ASSUMED 30.120 PROFILE; 1 PROBABLE MINIMUM SPECIFIC ENERGY 30.120 PROFILE- 1 20 TRIALS ATTEMPTED TO BALANCE YSEL 30.500 PROFILE- 1 HYDRAULIC JUMP D.S. 30.500 PROFILE. 1 CONVEYANCE CHANCE OUTSIDE ACCEPTABLE RANGE 31.940 PROFILE- 1 CRITICAL DEPTH ASWED 31.940 PROFILE= 1 PROBABLE MINIIUI( SPECIFIC ELERCY 31.940 PROFILE; 1 20 TRIALS ATTEMPTED TO BALANCE YSEL 33.140 PROFILE= 1 CRITICAL DEPTH ASSUWEO 33.140 PROFILE= 1 MINIMUM SPECIFIC ENERGY A-11