Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
San Sevaine Channel (South of Foothill) Hydraulic Analysis
g 26/await, ate. 1 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING TRANSMITTAL LETTER 1 DATE: 05/08/91 1 JOB #: 3814 TO: San Bernardino County Flood Control District 825 E. Third Street San Bernardino, California 92415 ATTENTION: Lewis Neeb 0 REGARDING: San Sevaine Channel 4. 1 (South of Foothill) Hydraulic Analysis �n el, - % _J d CONTENTS AND REMARKS: Pursuant to our meeting of April 23, 1991, enclosed are four copies of the Hydraulic Calculations for the San Sevaine Channel, prepared by Hall & Foreman, Inc. These calculations model the 100 -year water surface on the channel under the existing interim conditions. As you are aware, FEMA requested that this analysis be performed in conjunction with the pending revision to the Flood Insurance Rate Map for Fontana. We wanted the District to have an opportunity to review the calculations prior to submittal to FEMA. We have been asked to make the submittal by the end of the month. Please call me at your earliest convenience with any comments or questions. BY: John C. Hogan, P.E. Project Director tQ /tmg cc: Bill Mann - Bill Mann & Associates Roger Hatch, Doug Ford - Fontana Heritage Yousuf Patanwala, Greg`Bucknell - City of Fontana 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 • FAX (714) 641 -0170 COSTA MESA • ONTARIO • PLACENTIA 1 HYDRAULIC CAL CULA TIONS 1 1 1 FUR San Sevaine Channel 1 (FOOTHILL BLVD. TO S.F. RAIL ROAD) INTERIM CONDITION 1 4 CUR r "(' No.26229 2 Exp. 3/31/94 ('1VIt PREPARED OVe 1 HALL & FOREMAN, INC. 3170 REDHILL AVENUE COSTA MESA, CA 92626 (714) 641 -8777 ita OHN C. HOGAN R.C.E. ' 6 •9 S• 8 -9 � A ?,‘,404 20/0,00,4t, ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING 11 HYDRAULIC ANALYSIS FOR JOB #3823 SAN SEVAINE CHANNEL MAY 7, 1991 FOOTHILL BOULEVARD TO AT & SF RAILROAD INDEX ■ ITEM 1 - INTRODUCTION 2 - LOCATION MAP 3 SUMMARY 4 - HYDRAULIC ANALYSIS 5 - HYDRAULIC CALCULATION FOR EXISTING CONDITIONS 6 - HYDRAULIC CALCULATION FOR MODIFIED CONDITIONS 7 - APPENDIX A. Conditional Letter of Map Revision (CLOMR) dated November 8, 1988. B. Derivation of 100 -Year Flow - Bill Mann & Associates' letter dated February 18, 1991. C. Water Surface and Pressure Gradient (WSPG) Program Description. D. Composite Flood Insurance Rate Map (in pocket). E. Construction Plans for the San Sevaine Creek Channel, prepared by Bill Mann and Associates, Sheets 1 through 7 of 19. 3823 \reports \hydr5791 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 • FAX (714) 641 -0170 COSTA MESA • ONTARIO • PLACENTIA HYDRAULIC ANALYSIS SAN SEVAINE CHANNEL, SAN BERNARDINO COUNTY, CA INTRODUCTION These hydraulic calculations have been performed in response to a request by the Federal Emergency Management Agency (FEMA). FEMA has requested this data in conjunction with a pending revision to the effective Flood Insurance Rate Map FIRM for Fontana. It is FEMA's intent to use the results of this analysis to make concurrent coordinated revisions in the FIRM for Fontana and the adjoining (FIRM) for unincorporated San Bernardino County. This hydraulic analysis models the San Sevaine Channel from Foothill Boulevard to the Santa Fe Railroad crossing, a distance of approximately 1 mile. This reach of the channel was constructed in 1987. For most of its length it is an unlined, wide trapezoidal z channel. There are reinforced concrete box culverts at Arrow 1: Highway and Whittram Avenue as well as at the Santa Fe Railroad crossing. The channel is concrete lined between Whittram Avenue and the railroad. Ultimately the San Bernardino County Flood Control District has plans to concrete line the entire length of the channel. At this time the channel has a calculated 100 -year flow of 8,530 cfs. This was determined in a report prepared by Bill Mann & Associates dated January, 1987. I �1 i • 1 i ' / . i 1 I " -1 / j 15ASELINE i ger '(/ 0 / / FOC" 1 LL. AVE. i . / J tb E _ / V ARROW ROUTE f 4 ' PROJec 1 STYE E W / 2 4 7 k.11-1 ill AVE. 7 E 1 S.F 3 .R. .R i . LII 1 : g rtn. i ____.----- I -,- N = 1 — — 4 10 ---- — ritsevs1AY — ----- -------:-..-."'''--------• 3 ..--70 1 --, PROJECT LOCATIONM.4P NO SCALE . . i : „:._ . J - .. .. .•i... .,.?iii,. ' ‘.-..E'$? ' r-:: 1 SUMMARY Two hydraulic analyses have been presented in this report. The first models the channel in its existing as -built condition. This analysis indicates that under 100 -year design flow conditions, a hydraulic jump will occur at the entrance to the Arrow Highway box culvert which will cause the water surface to rise above the elevation of the channel embankment. A similar but less severe condition occurs at the entrance to the Whittram Avenue RCB. The second analysis assumes that certain modifications will be made to the channel to mitigate these hydraulic jumps. The modifications consist of excavating the channel to ultimate depth between the Arrow Highway RCB and the Whittram Ave. RCB; and the installation of entrance wing walls on the two RCBs. The calculated water surface elevations for both analyses have been plotted on the construction plans which are enclosed in the Appendix. HYDRAULIC ANALYSIS The hydraulic analysis was performed using the Water Surface and Pressure gradient (WSPG) hydraulic analysis system, developed by Los Angeles County. The design flow used is 8,530 cfs as calculated in the Bill Mann 1987 report. The channel was modeled based on plans entitled "San Bernardino County Flood District, Plans for Construction of the San Sevaine Creek Channel ", dated 1/12/87, prepared by Bill Mann & Associates. (See Appendix.) r 1 1 1 1 1 HYDRAULIC CALCULATION FOR EXISTING CONDITION 1 i 1 1 E i 1 1 1 1 i 1 1 filer SAAY19 t 1 PAG W ATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO I THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER II L /ELEM SO SF AVE HF NORM DEPTH ZR 0 21450.00 1110.80 5.63 1116.43 8530.0 27.04 11.36 1127.80 .00 8.97 19.00 56.00 .00 0 0 150.00 .01053 .00798 1.20 5.21 .00 I 0 21600.00 1112.38 5.77 1118.15 8530.0 26.42 10.85 1128.99 .00 8.97 19.00 56.00 .00 0 OTRANS STR .01051 .00748 .80 .00 0 21707.47 1113.51 5.87 1119.38 8530.0 25.94 10.45 1129.84 .00 8.97 19.00 56.00 .00 0 I OBRIDGE EXIT .00 0 21707.47 1113.51 6.52 1120.03 8530.0 25.15 9.83 1129.86 .00 9.42 14.00 56.00 .00 2 0 40.00 .00800 .00981 .39 7.01 .00 0 21747.47 1113.83 6.49 1120.32 8530.0 25.29 9.94 1130.26 .00 9.42 14.00 56.00 .00 2 I OBRIDGE ENTRANCE .00 0 21747.47 1113.83 5.31 1119.14 8530.0 28.70 12.80 1131.94 .00 8.97 19.00 56.00 .00 0 OTRANS STR .00800 .00824 .49 .00 0 21807.47 1114.31 7.28 1121.59 8530.0 26.63 11.02 1132.61 .00 10.53 13.50 44.00 .00 0 I 0 338.53 .00800 .00610 2.07 6.80 .00 0 22146.00 1117.02 7.63 1124.65 8530.0 25.40 10.03 1134.68 .00 10.53 13.50 44.00 .00 0 0 60.00 .00800 .00557 .33 6.80 .00 0 22206.00 1117.50 7.72 1125.22 8530.0 25.10 9.79 1135.02 .00 10.53 13.50 44.00 .00 0 I OBRIDGE EXIT .00 0 22206.00 1117.50 9.17 1126.67 8530.0 23.26 8.41 1135.08 .00 11.22 14.00 44.00 .00 2 0 11.36 .01523 .00782 .09 7.14 .00 I 0 22217.36 1117.67 9.27 1126.95 8530.0 23.00 8.22 1135.17 .00 11.22 14.00 44.00 .00 2 0 36.98 .01523 .00726 .27 7.14 .00 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO I ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR * *** *** * ** ** * * ****** **** * * *** * * * * * * * * * * *** 0 22254.34 1118.24 9.73 1127.96 8530.0 21.93 7.47 1135.43 .00 11.22 14.00 44.00 .00 2 I 0 23.25 .01523 .00643 .15 7.14 .00 0 22277.59 1118.59 10.20 1128.79 8530.0 20.91 6.79 1135.58 .00 11.22 14.00 44.00 .00 2 0 12.56 .01523 .00570 .07 7.14 .00 I 0 22290.15 1118.78 10.70 1129.48 8530.0 19.93 6.17 1135.65 .00 11.22 14.00 44.00 .00 2 0 3.85 .01523 .00506 .02 7.14 .00 0 22294.00 1118.84 11.22 1130.06 8530.0 19.00 5.61 1135.67 .00 11.22 14.00 44.00 .00 2 OBRIDGE ENTRANCE .00 0 22294.00 1118.84 14.85 1133.69 8530.0 13.05 2.65 1136.34 .00 10.53 17.00 44.00 .00 0 0 .50 .00000 .00515 .00 .00 .00 0 22294.50 1118.84 14.85 1133.69 8530.0 13.05 2.65 1136.34 .00 10.53 17.00 44.00 .00 0 0 WALL ENTRANCE .00 I 0 22294.50 1118.84 16.71 1135.55 8530.0 9.75 1.48 1137.03 .00 10.12 17.00 44.00 .00 0 0 .50 .00000 .00233 .00 .00 1.00 0 22295.00 1118.84 16.71 1135.55 8530.0 9.75 1.48 1137.03 .00 10.12 17.00 44.00 .00 0 I OTRANS STR .03571 .00155 .08 1.00 0 22344.00 1120.59 16.07 1136.66 8530.0 5.89 .54 1137.20 .00 7.95 15.00 58.00 2.00 0 OTRANS STR .03512 2.00 0 22600.00 1129.58 4.14 1133.72 8530.0 18.02 5.05 1138.77 .00 5.65 8.50 106.00 2.00 0 1 1 I 0 3.14 .02230 .02231 .07 4.14 2.00 0 22603.14 1129.65 4.14 1133.79 8530.0 18.02 5.05 1138.84 .00 5.65 8.50 106.00 2.00 0 0 176.23 .02230 .02105 3.71 4.14 2.00 1 WATER SURFACE PROFILE LISTING PAG 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES li HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR I **** **** *** ********* *tire***** **** * * ** 0 22779.37 1133.58 4.29 1137.87 8530.0 17.35 4.68 1142.55 .00 5.65 8.50 106.00 2.00 0 0 59.38 .02230 .01841 1.09 4.14 2.00 I 0 22838.75 1134.90 4.49 1139.39 8530.0 16.54 4.25 1143.64 .00 5.65 8.50 106.00 2.00 0 0 28.56 .02230 .01586 .45 4.14 2.00 0 22867.31 1135.54 4.69 1140.23 8530.0 15.77 3.86 1144.09 .00 5.65 8.50 106.00 2.00 0 0 16.25 .02230 .01366 .22 4.14 2.00 I 0 22883.56 1135.90 4.90 1140.80 8530.0 15.04 3.51 1144.32 .00 5.65 8.50 106.00 2.00 0 0 9.47 .02230 .01177 .11 4.14 2.00 0 22893.03 1136.11 5.12 1141.23 8530.0 14.34 3.19 1144.43 .00 5.65 8.50 106.00 2.00 0 0 5.07 .02230 .01015 .05 4.14 2.00 I 0 22898.10 1136.23 5.35 1141.58 8530.0 13.67 2.90 1144.48 .00 5.65 8.50 106.00 2.00 0 0 1.90 .02230 .00875 .02 4.14 2.00 0 22900.00 1136.27 5.59 1141.86 8530.0 13.03 2.64 1144.50 .00 5.65 8.50 106.00 2.00 0 0 192.41 .00810 .00810 1.56 5.59 2.00 li 0 23092.41 1137.83 5.59 1143.41 8530.0 13.03 2.64 1146.05 .00 5.65 8.50 106.00 2.00 0 0 7.59 .00810 .00795 .06 5.59 2.00 0 23100.00 1137.89 5.65 1143.54 8530.0 12.88 2.58 1146.11 .00 5.65 8.50 106.00 2.00 0 I OTRANS STR .00488 .00603 2.41 2.00 0 23500.00 1139.84 6.97 1146.81 8530.0 10.73 1.79 1148.61 .00 5.85 11.00 100.00 2.00 0 0 52.66 .00500 .00434 .23 6.65 2.00 0 23552.66 1140.10 6.89 1146.99 8530.0 10.88 1.84 1148.83 .00 5.85 11.00 100.00 2.00 0 OHYDRAULIC JUMP 2.00 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO E THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR *** **** *** * **** * * * **** * * ** **** * * *** * * * * * * * * * * * * * * * ** 0 23552.66 1140.10 4.91 1145.02 8530.0 15.81 3.89 1148.90 .00 5.85 11.00 100.00 2.00 0 I 0 7.34 .00500 .01446 .11 6.65 2.00 0 23560.00 1140.14 4.83 1144.97 8530.0 16.11 4.03 1149.00 .00 5.85 11.00 100.00 2.00 0 OTRANS STR .00500 .02465 5.87 2.00 0 23798.00 1141.33 5.22 1146.55 8530.0 24.57 9.39 1155.94 .00 8.10 14.00 56.00 2.00 0 I OTRANS STR .00498 .04382 2.20 2.00 0 23848.22 1141.58 6.61 1148.19 8530.0 25.48 10.09 1158.28 .00 9.74 17.00 44.00 .00 0 0 WALL EXIT 2.00 0 23848.22 1141.58 6.61 1148.19 8530.0 25.48 10.09 1158.28 .00 9.74 17.00 44.00 .00 0 I OTRANS STR .00000 .03455 .00 2.00 0 23848.23 1141.58 8.23 1149.81 8530.0 23.55 8.62 1158.43 .00 10.53 17.00 44.00 .00 0 OBRIDGE EXIT .00 0 23848.23 1141.58 10.50 1152.08 8530.0 20.35 6.43 1158.51 .00 10.50 10.50 44.00 .00 2 0 104.00 .00500 .00876 .91 10.50 .00 0 23952.23 1142.10 10.89 1152.99 '8530.0 20.35 6.43 1159.42 .00 10.50 10.50 44.00 .00 2 OBRIDGE ENTRANCE .00 1 2 1 ii li 0 23952.23 1142.10 21.12 1163.22 8530.0 9.18 1.31 1164.53 .00 10.53 17.00 44.00 .00 0 0 .27 .00000 .00196 .00 .00 .00 0 23952.50 1142.10 21.12 1163.22 8530.0 9.18 1.31 1164.53 .00 10.53 17.00 44.00 .00 0 li 0 WALL ENTRANCE .00 0 23952.50 1142.10 22.62 1164.72 8530.0 5.66 .50 1165.22 .00 9.74 17.00 44.00 .00 0 OTRANS STR .00000 .00059 .00 2.00 1 PAG ii WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. I 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR * * * *** *** * * **** * * *** * * * *** I 0 23952.60 1142.10 22.62 1164.72 8530.0 5.66 .50 1165.22 .00 9.74 17.00 44.00 .00 0 OTRANS STR .03334 .00043 .02 2.00 0 24000.00 1143.68 21.33 1165.01 8530.0 4.05 .26 1165.27 .00 8.10 14.00 56.00 2.00 0 I OTRANS STR .03121 .00032 .08 2.00 0 24240.00 1151.17 13.81 1164.98 8530.0 5.04 .39 1165.37 .00 6.03 11.00 95.00 2.00 0 OTRANS STR .02275 .00076 .12 2.00 0 24400.00 1154.81 10.04 1164.85 8530.0 6.74 .71 1165.55 .00 5.65 8.50 106.00 2.00 0 II 0 15.52 .02273 .00117 .02 4.12 2.00 0 24415.52 1155.16 9.63 1164.80 8530.0 7.07 .78 1165.57 .00 5.65 8.50 106.00 2.00 0 0 14.63 .02273 .00135 .02 4.12 2.00 0 24430.15 1155.50 9.24 1164.74 8530.0 7.41 .85 1165.59 .00 5.65 8.50 106.00 2.00 0 i 0 13.75 .02273 .00156 .02 4.12 2.00 0 24443.90 1155.81 8.87 1164.67 8530.0 7.78 .94 1165.61 .00 5.65 8.50 106.00 2.00 0 0 12.84 .02273 .00180 .02 4.12 2.00 I 0 24456.74 1156.10 8.50 1164.60 8530.0 8.16 1.03 1165.64 .00 5.65 8.50 106.00 2.00 0 0 11.91 .02273 .00208 .02 4.12 2.00 0 24468.65 1156.37 8.15 1164.53 8530.0 8.55 1.14 1165.66 .00 5.65 8.50 106.00 2.00 0 0 10.95 .02273 .00240 .03 4.12 2.00 I 0 24479.60 1156.62 7.82 1164.44 8530.0 8.97 1.25 1165.69 .00 5.65 8.50 106.00 2.00 0 0 9.96 .02273 .00277 .03 4.12 2.00 0 24489.56 1156.85 7.49 1164.34 8530.0 9.41 1.38 1165.71 .00 5.65 8.50 106.00 2.00 0 0 .88 .02273 .00300 .00 4.12 2.00 ii 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I 0 L /ELEM SO SF AVE HF NORM DEPTH ZR 0 24490.44 1156.87 7.46 1164.33 8530.0 9.45 1.39 1165.72 .00 5.65 8.50 106.00 2.00 0 OHYDRAULIC JUMP 2.00 0 24490.44 1156.87 4.14 1161.01 8530.0 18.03 5.05 1166.06 .00 5.65 8.50 106.00 2.00 0 0 150.13 .02273 .02125 3.19 4.12 2.00 0 24640.57 1160.28 4.27 1164.55 8530.0 17.45 4.73 1169.28 .00 5.65 8.50 106.00 2.00 0 0 59.43 .02273 .01875 1.11 4.12 2.00 I 0 24700.00 1161.63 4.46 1166.09 8530.0 16.63 4.30 1170.39 .00 5.65 8.50 106.00 2.00 0 0 120.77 .01734 .01735 2.10 4.46 2.00 0 24820.77 1163.72 4.46 1168.19 8530.0 16.63 4.30 1172.49 .00 5.65 8.50 106.00 2.00 0 I 0 171.59 .01734 .01718 2.95 4.46 2.00 0 24992.36 1166.70 4.49 1171.19 8530.0 16.53 4.25 1175.44 .00 5.65 8.50 106.00 2.00 0 0 121.99 .01734 .01584 1.93 4.46 2.00 0 25114.35 1168.81 4.69 1173.50 8530.0 15.76 3.86 1177.37 .00 5.65 8.50 106.00 2.00 0 i 3 i li 0 37.86 .01734 .01364 .52 4.46 2.00 0 25152.21 1169.47 4.90 1174.37 8530.0 15.03 3.51 1177.88 .00 5.65 8.50 106.00 2.00 0 0 17.79 .01734 .01175 .21 4.46 2.00 I 0 25170.00 1169.78 5.12 1174.90 8530.0 14.33 3.19 1178.09 .00 5.65 8.50 106.00 2.00 0 0 224.66 .01088 .01088 2.44 5.12 2.00 0 25394.66 1172.22 5.12 1177.34 8530.0 14.33 3.19 1180.54 .00 5.65 8.50 106.00 2.00 0 0 105.34 .01088 .01128 1.19 5.12 2.00 0 25500.00 1173.37 5.02 1178.39 8530.0 14.65 3.34 1181.72 .00 5.65 8.50 106.00 2.00 0 0 50.55 .01090 .01222 .62 5.12 2.00 1 PAG WATER SURFACE PROFILE LISTING ii 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR • il 0 25550.55 1173.92 4.89 1178.81 8530.0 15.08 3.54 1182.34 .00 5.65 8.50 106.00 2.00 0 0 49.45 .01090 .01380 .68 5.12 2.00 0 25600.00 1174.46 4.67 1179.13 8530.0 15.82 3.89 1183.02 .00 5.65 8.50 106.00 2.00 0 OTRANS STR .01087 .01126 1.69 2.00 0 25750.00 1176.09 6.03 1182.12 8530.0 13.21 2.71 1184.83 .00 6.03 11.00 95.00 2.00 0 0 3.63 .00248 .00718 .03 8.39 2.00 0 25753.63 1176.10 6.30 1182.40 8530.0 12.59 2.46 1184.86 .00 6.03 11.00 95.00 2.00 0 0 13.39 .00248 .00620 .08 8.39 2.00 ii 0 25767.02 1176.13 6.57 1182.70 8530.0 12.01 2.24 1184.94 .00 6.03 11.00 95.00 2.00 0 0 28.05 .00248 .00536 .15 8.39 2.00 0 25795.07 1176.20 6.86 1183.06 8530.0 11.45 2.04 1185.09 .00 6.03 11.00 95.00 2.00 0 0 51.16 .00248 .00464 .24 8.39 2.00 0 25846.23 1176.33 7.15 1183.48 8530.0 10.91 1.85 1185.33 .00 6.03 11.00 95.00 2.00 0 0 90.36 .00248 .00401 .36 8.39 2.00 0 25936.59 1176.55 7.46 1184.01 8530.0 10.41 1.68 1185.69 .00 6.03 11.00 95.00 2.00 0 pm 0 166.43 .00248 .00348 .58 8.39 2.00 ii 0 26103.02 1176.96 7.78 1184.74 8530.0 9.92 1.53 1186.27 .00 6.03 11.00 95.00 2.00 0 0 106.98 .00248 .00314 .34 8.39 2.00 0 26210.00 1177.23 7.90 1185.13 8530.0 9.74 1.47 1186.61 .00 6.03 11.00 95.00 2.00 0 mg OTRANS STR .00253 2.00 0 26400.00 1177.71 4.17 1181.88 8530.0 23.15 8.33 1190.21 .00 6.67 14.50 80.00 2.00 0 OTRANS STR .00260 .03230 2.49 2.00 1 PAG r i 1 WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. ii 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR 0 26477.00 1177.91 10.08 1187.99 8530.0 18.01 5.04 1193.03 .00 10.08 16.50 47.00 .00 0 1 1 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES HALL & FOREMAN INC. J. K. 21450.00 .I W C E H R 21482.43 4 ii i; li 21514.87 21547.30 . li 21579.73 . 21612.16 . I W C E H . TX 21644.59 21677.03 II 21709.46 . IBBBBBBWBBCBBBBBBBBEBBH BX 21741.89 . I WC HE R 21774.32 . IBBBBBBBWBBCBBBBBH E • BE 21806.75 . 1 W C EH ▪ TX 21839.19 . I W C H E R 21871.62 . 21904.05 . ii 21936.48 . 21968.92 . 22001.35 . 22033.78 . il 22066.21 . 22098.64 . 22131.08 . 22163.51 . I W C H E . R 22195.94 22228.38 . IBBBBBBBBWBBCBBBH E . BX 22260.81 . I W C H E . R 22293.24 . I W C H E . R 22325.67 . I UCH E R 22358.10 . I WC H E R 22390.54 . I X H E . R PP 22422.97 . IBBBBBBBBBBBBBXBBH E . BE 22455.40 . I C W HE . R 22487.83 IYYYYYYYYYYYYCYYYYWYHE . WE 22520.26 . I C X E R 22552.70 . I C X E . TX 22585.13 . I C HWE . TX 22617.56 . I W C HE R 22649.99 . I W C HE R kill 22682.43 22714.86 . 22747.29 . 22779.72 . I W C X R 22812.15 22844.59 . I WC HE . R 22877.02 . I WC X R 22909.45 . I WC X R 22941.88 I WC X . R 22974.32 . I WC X R 23006.75 . I X X . R 23039.18 . 23071.61 23104.04 . I X X . R 23136.48 . I X X . TX 23168.91 . 23201.34 . 23233.77 . 23266.21 . 23298.64 . 23331.07 . 23363.50 . 23395.94 . . 5 II PM li ii 23428.37 . 23460.80 . ii 23493.23 . 23525.66 . I C W E H R 23558.10 . I CW E H R 23590.53 . I MC E H R ii 23622.96 . I W C E H TX 23655.39 23687.83 . 23720.26 . fr 23752.69 23785.12 . 23817.55 . I W C X . TX 23849.99 . IYYYYYYYWYYYCYYYYYYYEH WX 23882.42 . I W C EH TX 23914.85 IBBBBBBBBBWBBCBBBBBBEH . BX 23947.28 . I X E R IAA! 23979.72 . IBBBBBBBBBBBXW E . BE 24012.15 . I C H W E R 24044.58 IYYYYYYYYYYYYCYYYYYYH W E . WE 24077.01 . I C H WE . TX r 24109.45 . I C H WE . TX 24141.88 . I C H WE . TX 24174.31 ' 24206.74 . 24239.17 . 24271.61 . I C H WE . TX 24304.04 . 24336.47 . 24368.90 ' 24401.34 . I C H WE . R 24433.77 . I C HWE . R 24466.20 I C HWE R 24498.63 . I C HWE ▪ R 24531.06 . I C XE . R 24563.50 . I C XE R 24595.93 . I C XE R l i 24628.36 . I C WX . R 24660.79 . I C WX . R 24693.23 I WC HE R ii 24725.66 . I WC X R ii 24758.09 I WC HE ▪ R 24790.52 . 24822.96 I MC X R 24855.39 . 24887.82 . 24920.25 . 24952.68 . 24985.12 . 25017.55 . I WC X . R 25049.98 . 25082.41 25114.85 . I W C X . R 25147.28 . 25179.71 . I X X . R 25212.14 . I WC X R 25244.57 . 25277.01 . . 25309.44 . 6 ,. ii 25341.87 25374.30 . li 25406.74 I WC X R 25439.17 . 25471.60 25504.03 . I WC EH . R li 25536.46 25568.90 . I WC X . R 25601.33 . I WC X . TX 25633.76 ii 25666.19 25698.63 . 25731.06 • 25763.49 . I X E H . R ii 25795.92 I X E H R 25828.36 . I X E H ▪ R 25860.79 . I CW E H . R 25893.22 I CW E H R 25925.65 25958.08 . I C W E H ▪ R 25990.52 26022.95 26055.38 26087.81 • 26120.25 . I CWEH . R 26152.68 26185.11 26217.54 . I CWEH . TX 26249.97 26282.41 26314.84 26347.27 . PO 26379.70 ' 26412.13 . I W C EH. TX 26444.57 26477.00 . I X E H. TX L. 0 1110.80 1119.16 1127.52 1135.88 1144.24 1152.60 1160.97 1169.33 1177.69 1186.05 1194.41 1 N O T E S L il 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH il W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY WM li 1 I 7 li r'" sAls'F6^9A . Al Se II T1 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILROAD T2 THIS STUDY IS BASED ON APPROVED CHANNEL PLANS BY BILL MANN & ASSOCIATES I T3 HALL & FOREMAN INC. J. K. SO 21450.001110.80 18 R 21600.001112.38 18 .014 .00 TS 21707.471113.51 1 .014 I BX 21707.471113.51 3 R 21747.471113.83 3 .014 .00 .00 0 BE 21747.471113.83 1 .00 TS 21747.471113.83 1 .014 TS 21807.471114.31 4 .014 R 22146.001117.02 4 .014 .00 R 22206.001117.50 4 .014 .00 BX 22206.001117.50 5 R 22294.001118.84 5 .014 .00 .00 0 BE 22294.001118.84 6 .00 R 22294.501118.84 6 .035 WE 22294.501118.84 19 .035 R 22295.001118.84 19 .035 TS 22344.001120.59 7 .035 TS 22600.001129.58 8 .030 R 22900.001136.27 8 .030 .00 R 23100.001137.89 8 .030 .00 15.00 TS 23500.001139.84 9 .030 .00 R 23560.001140.14 9 .030 .00 15.00 I TS 23798.001141.33 13 .030 TS 23848.221141.58 11 .035 WX 23848.221141.58 11 p+ TS 23848.231141.58 6 .035 BX 23848.231141.58 12 �� R 23952.231142.10 12 .014 BE 23952.231142.10 6 i: R 23952.501142.10 6 .035 WE 23952.501142.10 11 TS 23952.601142.10 11 .035 TS 24000.001143.68 13 .035 .3 TS 24240.001151.17 15 .030 TS 24400.001154.81 8 .030 15.00 R 24700.001161.63 8 .030 .00 R 25170.001169.78 8 .030 .00 I; R 25500.001173.37 8 .030 .00 R 25600.001174.46 8 .030 .00 TS 25750.001176.09 15 .030 .00 II R 26210.001177.23 15 .030 .00 TS 26400.001177.71 16 .030 TS 26477.001177.91 17 .035 SH 26477.001177.91 17 1190.00 il CD 1 2 0 .00 19.00 56.00 .00 .00 .00 CD 2 2 2 2.00 14.00 56.00 .00 .00 .00 CD 3 3 2 2.00 14.00 56.00 .00 .00 .00 CD 4 2 0 .00 13.50 44.00 .00 .00 .00 I CD 5 3 2 2.00 14.00 44.00 .00 .00 .00 CD 6 2 0 .00 17.00 44.00 .00 .00 .00 CD 7 1 0 .00 15.00 58.00 2.00 2.00 .00 ii CD 8 1 0 .00 8.50 106.00 2.00 2.00 .00 CD 9 1 0 .00 11.00 100.00 2.00 2.00 .00 CD 10 2 2 2.00 14.00 44.00 .00 .00 .00 CD 11 1 0 .00 17.00 44.00 .00 2.00 .00 1 I CD 12 3 2 2.00 10.50 44.00 .00 .00 .00 CD 13 1 0 .00 14.00 56.00 2.00 2.00 .00 CD 14 1 0 .00 10.00 90.00 2.00 2.00 .00 I CD 15 1 0 .00 11.00 95.00 2.00 2.00 .00 CD 16 1 0 .00 14.50 80.00 2.00 2.00 .00 CD 17 1 0 .00 16.50 47.00 .00 .00 .00 CD 18 2 0 .00 13.50 40.00 .00 .00 .00 CD 19 1 0 .00 17.00 44.00 .00 1.00 .00 0 8530.0 .0 2 i I I • I HYDRAULIC CALCULATION FOR PROPOSED CONDITION I I I i I I I 1 f�!E 5 A(fEMAI. 00 OMR I PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO II THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I 0 L /ELEM SO SF AVE HF NORM DEPTH ZR 0 21450.00 1110.80 5.63 1116.43 8530.0 27.04 11.36 1127.80 .00 8.97 19.00 56.00 .00 0 0 150.00 .01053 .00798 1.20 5.21 .00 I 0 21600.00 1112.38 5.77 1118.15 8530.0 26.42 10.85 1128.99 .00 8.97 19.00 56.00 .00 0 OTRANS STR .01051 .00748 .80 .00 0 21707.47 1113.51 5.87 1119.38 8530.0 25.94 10.45 1129.84 .00 8.97 19.00 56.00 .00 0 OBRIDGE EXIT .00 li 0 21707.47 1113.51 6.52 1120.03 8530.0 25.15 9.83 1129.86 .00 9.42 14.00 56.00 .00 2 0 40.00 .00800 .00981 .39 7.01 .00 0 21747.47 1113.83 6.49 1120.32 8530.0 25.29 9.94 1130.26 .00 9.42 14.00 56.00 .00 2 I OBRIDGE ENTRANCE .00 0 21747.47 1113.83 5.31 1119.14 8530.0 28.70 12.80 1131.94 .00 8.97 19.00 56.00 .00 0 OTRANS STR .00800 .00824 .49 .00 0 21807.47 1114.31 7.28 1121.59 8530.0 26.63 11.02 1132.61 .00 10.53 13.50 44.00 .00 0 0 338.53 .00800 .00610 2.07 6.80 .00 0 22146.00 1117.02 7.63 1124.65 8530.0 25.40 10.03 1134.68 .00 10.53 13.50 44.00 .00 0 0 60.00 .00800 .00557 .33 6.80 .00 0 22206.00 1117.50 7.72 1125.22 8530.0 25.10 9.79 1135.02 .00 10.53 13.50 44.00 .00 0 I OBRIDGE EXIT .00 0 22206.00 1117.50 9.17 1126.67 8530.0 23.26 8.41 1135.08 .00 11.22 14.00 44.00 .00 2 0 11.36 .01523 .00782 .09 7.14 .00 0 22217.36 1117.67 9.27 1126.95 8530.0 23.00 8.22 1135.17 .00 11.22 14.00 44.00 .00 2 0 36.98 .01523 .00726 .27 7.14 .00 1 PAG WATER SURFACE PROFILE LISTING ww 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO l i THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER II 0 L /ELEM SO SF AVE HF NORM DEPTH ZR * * * * * * * *** * *** * * * * *** * * * * * ** 0 22254.34 1118.24 9.73 1127.96 8530.0 21.93 7.47 1135.43 .00 11.22 14.00 44.00 .00 2 0 23.25 .01523 .00643 .15 7.14 .00 kal 0 22277.59 1118.59 10.20 1128.79 8530.0 20.91 6.79 1135.58 .00 11.22 14.00 44.00 .00 2 0 12.56 .01523 .00570 .07 7.14 .00 I 0 22290.15 1118.78 10.70 1129.48 8530.0 19.93 6.17 1135.65 .00 11.22 14.00 44.00 .00 2 0 3.85 .01523 .00506 .02 7.14 .00 0 22294.00 1118.84 11.22 1130.06 8530.0 19.00 5.61 1135.67 .00 11.22 14.00 44.00 .00 2 OBRIDGE ENTRANCE .00 ii 0 22294.00 1118.84 14.85 1133.69 8530.0 13.05 2.65 1136.34 .00 10.53 17.00 44.00 .00 0 0 .50 .00000 .00515 .00 .00 .00 0 22294.50 1118.84 14.85 1133.69 8530.0 13.05 2.65 1136.34 .00 10.53 17.00 44.00 .00 0 OTRANS STR .03535 .00302 .15 .00 II 0 22344.00 1120.59 15.51 1136.10 8530.0 6.18 .59 1136.70 .00 7.95 15.00 58.00 2.00 0 OTRANS STR .01137 .00080 .20 2.00 0 22600.00 1123.50 12.69 1136.19 8530.0 6.90 .74 1136.93 .00 7.08 17.00 72.00 2.00 0 0 38.53 .01135 .00102 .04 6.28 2.00 0 22638.53 1123.94 12.22 1136.16 8530.0 7.24 .81 1136.97 .00 7.08 17.00 72.00 2.00 0 0 36.89 .01135 .00117 .04 6.28 2.00 0 22675.42 1124.36 11.76 1136.12 8530.0 7.59 .90 1137.01 .00 7.08 17.00 72.00 2.00 0 1 II 1 0 35.26 .01135 .00134 .05 6.28 2.00 0 22710.68 1124.76 11.32 1136.08 8530.0 7.96 .99 1137.06 .00 7.08 17.00 72.00 2.00 0 0 33.60 .01135 .00154 .05 6.28 2.00 li 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER II 0 L /ELEM SO SF AVE HF NORM DEPTH ZR 0 22744.28 1125.14 10.89 1136.03 8530.0 8.35 1.08 1137.11 .00 7.08 17.00 72.00 2.00 0 0 31.92 .01135 .00177 .06 6.28 2.00 II 0 22776.20 1125.50 10.48 1135.98 8530.0 8.76 1.19 1137.17 .00 7.08 17.00 72.00 2.00 0 0 30.19 .01135 .00203 .06 6.28 2.00 0 22806.39 1125.84 10.08 1135.92 8530.0 9.19 1.31 1137.23 .00 7.08 17.00 72.00 2.00 0 0 28.42 .01135 .00234 .07 6.28 2.00 I 0 22834.81 1126.17 9.69 1135.85 8530.0 9.63 1.44 1137.30 .00 7.08 17.00 72.00 2.00 0 0 26.56 .01135 .00269 .07 6.28 2.00 0 22861.37 1126.47 9.31 1135.78 8530.0 10.11 1.59 1137.37 .00 7.08 17.00 72.00 2.00 0 0 24.59 .01135 .00309 .08 6.28 2.00 li 0 22885.96 1126.75 8.95 1135.70 8530.0 10.60 1.75 1137.44 .00 7.08 17.00 72.00 2.00 0 0 22.44 .01135 .00355 .08 6.28 2.00 0 22908.40 1127.00 8.60 1135.60 8530.0 11.12 1.92 1137.52 .00 7.08 17.00 72.00 2.00 0 I 0 20.05 .01135 .00409 .08 6.28 2.00 0 22928.45 1127.23 8.27 1135.49 8530.0 11.66 2.11 1137.61 .00 7.08 17.00 72.00 2.00 0 0 17.27 .01135 .00470 .08 6.28 2.00 0 22945.72 1127.43 7.94 1135.36 8530.0 12.23 2.32 1137.69 .00 7.08 17.00 72.00 2.00 0 I 0 .15 .01135 .00504 .00 6.28 2.00 0 22945.87 1127.43 7.93 1135.36 8530.0 12.24 2.33 1137.69 .00 7.08 17.00 72.00 2.00 0 OHYDRAULIC JUMP 2.00 0 22945.87 1127.43 6.28 1133.71 8530.0 16.06 4.01 1137.72 .00 7.08 17.00 72.00 2.00 0 i: 0 313.12 .01135 .01136 3.56 6.28 2.00 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO li THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ', 0 L /ELEM SO SF AVE HF NORM DEPTH ZR 0 23258.99 1130.98 6.28 1137.26 8530.0 16.06 4.01 1141.27 .00 7.08 17.00 72.00 2.00 0 II 0 158.56 .01135 .01188 1.88 6.28 2.00 0 23417.55 1132.78 6.12 1138.90 8530.0 16.54 4.25 1143.16 .00 7.08 17.00 72.00 2.00 0 0 86.92 .01135 .01337 1.16 6.28 2.00 0 23504.47 1133.77 5.87 1139.64 8530.0 17.35 4.68 1144.32 .00 7.08 17.00 72.00 2.00 0 il 0 55.53 .01135 .01544 .86 6.28 2.00 0 23560.00 1134.40 5.63 1140.03 8530.0 18.19 5.14 1145.18 .00 7.08 17.00 72.00 2.00 0 OTRANS STR .01134 .02832 6.74 2.00 I 0 23798.00 1137.10 5.20 1142.30 8530.0 26.28 10.73 1153.03 .00 8.41 17.00 52.00 2.00 0 OTRANS STR .01135 .04516 2.27 2.00 0 23848.23 1137.67 7.61 1145.28 8530.0 25.48 10.09 1155.37 .00 10.53 17.00 44.00 .00 0 OBRIDGE EXIT .00 ii 0 23848.23 1137.67 8.97 1146.64 8530.0 23.78 8.79 1155.43 .00 11.22 14.00 44.00 .00 2 0 33.43 .01596 .00805 .27 7.01 .00 0 23881.66 1138.20 9.27 1147.48 8530.0 23.00 8.22 1155.70 .00 11.22 14.00 44.00 .00 2 0 33.86 .01596 .00726 .25 7.01 .00 2 0 23915.52 1138.74 9.73 1148.47 8530.0 21.93 7.47 1155.94 .00 11.22 14.00 44.00 .00 2 0 21.46 .01596 .00643 .14 7.01 .00 0 23936.98 1139.09 10.20 1149.29 8530.0 20.91 6.79 1156.08 .00 11.22 14.00 44.00 .00 2 li 0 11.66 .01596 .00570 .07 7.01 .00 0 23948.64 1139.27 10.70 1149.97 8530.0 19.93 6.17 1156.15 .00 11.22 14.00 44.00 .00 2 0 3.59 .01596 .00506 .02 7.01 .00 1 PAG ii WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L /ELEM SO SF AVE HF NORM DEPTH ZR * * *** * * *** 0 23952.23 1139.33 11.22 1150.55 8530.0 19.00 5.61 1156.16 .00 11.22 14.00 44.00 .00 2 ()BRIDGE ENTRANCE .00 0 23952.23 1139.33 14.85 1154.18 8530.0 13.05 2.65 1156.83 .00 10.53 17.00 44.00 .00 0 OTRANS STR .00000 .00515 .00 .00 0 23952.50 1139.33 14.85 1154.18 8530.0 13.05 2.65 1156.83 .00 10.53 17.00 44.00 .00 0 OTRANS STR .09158 .00367 .17 .00 0 24000.00 1143.68 12.33 1156.01 8530.0 8.57 1.14 1157.16 .00 8.10 14.00 56.00 2.00 0 OTRANS STR .03121 2.00 0 24240.00 1151.17 4.63 1155.80 8530.0 17.66 4.85 1160.65 .00 6.03 11.00 95.00 2.00 0 OTRANS STR .02275 .02084 3.33 2.00 0 24400.00 1154.81 4.12 1158.93 8530.0 18.13 5.11 1164.04 .00 5.65 8.50 106.00 2.00 0 0 62.37 .02273 .02275 1.42 4.12 2.00 0 24462.37 1156.23 4.12 1160.35 8530.0 18.13 5.11 1165.46 .00 5.65 8.50 106.00 2.00 0 0 178.20 .02273 .02145 3.82 4.12 2.00 I 0 24640.57 1160.28 4.27 1164.55 8530.0 17.45 4.73 1169.28 .00 5.65 8.50 106.00 2.00 0 0 59.43 .02273 .01875 1.11 4.12 2.00 0 24700.00 1161.63 4.46 1166.09 8530.0 16.63 4.30 1170.39 .00 5.65 8.50 106.00 2.00 0 0 120.77 .01734 .01735 2.10 4.46 2.00 0 24820.77 1163.72 4.46 1168.19 8530.0 16.63 4.30 1172.49 .00 5.65 8.50 106.00 2.00 0 0 171.59 .01734 .01718 2.95 4.46 2.00 0 24992.36 1166.70 4.49 1171.19 8530.0 16.53 4.25 1175.44 .00 5.65 8.50 106.00 2.00 0 0 121.99 .01734 .01584 1.93 4.46 2.00 1 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. 0 S TATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 1 0 L /ELEM SO SF AVE HF NORM DEPTH ZR *** * *** * * ** li 0 25114.35 1168.81 4.69 1173.50 8530.0 15.76 3.86 1177.37 .00 5.65 8.50 106.00 2.00 0 0 37.86 .01734 .01364 .52 4.46 2.00 0 25152.21 1169.47 4.90 1174.37 8530.0 15.03 3.51 1177.88 .00 5.65 8.50 106.00 2.00 0 0 17.79 .01734 .01175 .21 4.46 2.00 0 25170.00 1169.78 5.12 1174.90 8530.0 14.33 3.19 1178.09 .00 5.65 8.50 106.00 2.00 0 0 224.66 .01088 .01088 2.44 5.12 2.00 I 0 25394.66 1172.22 5.12 1177.34 8530.0 14.33 3.19 1180.54 .00 5.65 8.50 106.00 2.00 0 0 105.34 .01088 .01128 1.19 5.12 2.00 0 25500.00 1173.37 5.02 1178.39 8530.0 14.65 3.34 1181.72 .00 5.65 8.50 106.00 2.00 0 I 0 50.55 .01090 .01222 .62 5.12 2.00 0 25550.55 1173.92 4.89 1178.81 8530.0 15.08 3.54 1182.34 .00 5.65 8.50 106.00 2.00 0 0 49.45 .01090 .01380 .68 5.12 2.00 0 25600.00 1174.46 4.67 1179.13 8530.0 15.82 3.89 1183.02 .00 5.65 8.50 106.00 2.00 0 II 3 II I OTRANS STR .01087 .01126 1.69 2.00 0 25750.00 1176.09 6.03 1182.12 8530.0 13.21 2.71 1184.83 .00 6.03 11.00 95.00 2.00 0 0 3.63 .00248 .00718 .03 8.39 2.00 I 0 25753.63 1176.10 6.30 1182.40 8530.0 12.59 2.46 1184.86 .00 6.03 11.00 95.00 2.00 0 0 13.39 .00248 .00620 .08 8.39 2.00 0 25767.02 1176.13 6.57 1182.70 8530.0 12.01 2.24 1184.94 .00 6.03 11.00 95.00 2.00 0 0 28.05 .00248 .00536 .15 8.39 2.00 li 0 25795.07 1176.20 6.86 1183.06 8530.0 11.45 2.04 1185.09 .00 6.03 11.00 95.00 2.00 0 0 51.16 .00248 .00464 .24 8.39 2.00 1 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RAILRO THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & NALL & FOREMAN INC. J. K. 0 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO II ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER O L /ELEM SO SF AVE HF NORM DEPTH ZR I 0 25846.23 1176.33 7.15 1183.48 8530.0 10.91 1.85 1185.33 .00 6.03 11.00 95.00 2.00 0 0 90.36 .00248 .00401 .36 8.39 2.00 0 25936.59 1176.55 7.46 1184.01 8530.0 10.41 1.68 1185.69 .00 6.03 11.00 95.00 2.00 0 0 166.43 .00248 .00348 .58 8.39 2.00 0 26103.02 1176.96 7.78 1184.74 8530.0 9.92 1.53 1186.27 .00 6.03 11.00 95.00 2.00 0 0 106.98 .00248 .00314 .34 8.39 2.00 0 26210.00 1177.23 7.90 1185.13 8530.0 9.74 1.47 1186.61 .00 6.03 11.00 95.00 2.00 0 OTRANS STR .00253 2.00 I 0 26400.00 1177.71 4.17 1181.88 8530.0 23.15 8.33 1190.21 .00 6.67 14.50 80.00 2.00 0 OTRANS STR .00260 .03230 2.49 2.00 0 26477.00 1177.91 10.08 1187.99 8530.0 18.01 5.04 1193.03 .00 10.08 16.50 47.00 .00 0 1 1 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILRO THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & HALL & FOREMAN INC. J. K. E . . • . . . . . . . . 21450.00 .1 W C E H R I 21485.15 21520.31 . 21555.46 . 21590.62 . 21625.77 . I W C E H . TX 21660.92 . 21696.08 . I 21731.23 IBBBBBBWBBCBBBBBBBBEBBH BX 21766.38 I W C H E R 21801.54 . IBBBBBBBWBBCBBBBBH E . BE 21836.69 . I W C EH . TX II 21871.85 I W C H E R 21907.00 21942.15 . 21977.31 • I 22012.46 22047.62 22082.77 22117.92 . 22153.08 . I W C H E R 22188.23 . 22223.38 . IBBBBBBBBWBBCBBBH E . BX 4 ii 22258.54 I W C H E R 22293.69 . I W C H E • R 22328.85 . I MC H E R 22364.00 I WC H E R 22399.15 . I X H E ▪ R 22434.31 . IBBBBBBBBBBBBBXBBH E BE 22469.46 . I C W HE R 22504.62 I C W NE TX 22539.77 . I C MX • TX 22574.92 • 22610.08 . I C WE H . R 22645.23 I C WE H R 22680.38 . I C WE H ▪ R 22715.54 . I C WE H . R 22750.69 I C WE H R 22785.85 I C WE H R 22821.00 I C WE H . R 22856.15 . I C W E H . R 22891.31 I C W E H R 22926.46 1 C U E H ▪ R 22961.62 . I C W E H . R 22996.77 . I CW E H . R 23031.92 I CW E H R 23067.08 . I CW E H ▪ R 23102.23 . I WC E H . R 23137.38 - 23172.54 23207.69 - 23242.85 23278.00 . I WC E H . R 23313.15 - 23348.31 • 23383.46 23418.62 . I WC E H . R 23453.77 . 23488.92 - 23524.08 . I WC E H . R 23559.23 - 23594.38 . I MC E H . TX 23629.54 - 23664.69 . 23699.85 23735.00 - 23770.15 • 23805.31 I W C EH TX 23840.46 23875.62 . IBBBBBBBBWBBCBBBBBBBNE BX 23910.77 . I UCH E R 23945.92 I W C H E R 23981.08 . I WC H E • R 24016.23 . I WC H E . R 24051.38 I WC H E R II 24086.54 IBBBBBBBBBBBBXBBH E BE 24121.69 I C W HE • TX 24156.85 . I C W HE TX 24192.00 I C WEH TX 24227.15 24262.31 I WC EH . TX 24297.46 5 r 24332.62 . me 24367.77 . 24402.92 . I W C HE . R ▪ 24438.08 24473.23 . I W C HE . R i 24508.38 . 24543.54 . .. 24578.69 . 24613.85 . 24649.00 . 1 We x . R 24684.15 . 24719.31 . I WC HE . R mi 24754.46 . 24789.62 . .. 24824.77 . I W C x . R 24859.92 Ws 24895.08 24930.23 • 24965.38 25000.54 . I WC X . R " 25035.69 . 25070.85 . °"" 25106.00 25141.15 . I W C X . R NO 25176.31 . I X X . R 25211.46 . I WC X . R 25246.62 d!F 25281.77 25316.92 .. 25352.08 . 25387.23 two 25422.38 . I WC X . R 25457.54 . • 25492.69 25527.85 . I WC EH . R 4. 25563.00 . I WC X . R 25598.15 -' 25633.31 . 1 WC X . TX ow 25668.46 . 25703.62 25738.77 . 25773.92 . 1 X E H . R wr 25809.08 . I X E H . R 25844.23 . I X E H . R ... 25879.38 . I CW E H . R 25914.54 . I CW E H . R dr 25949.69 . I C Y E H . R 25984.85 . .. 26020.00 . 26055.15 . is 26090.31 . 26125.46 . I C W E H . R 26160.62 . so 26195.77 26230.92 . I C U E H . TX ... 26266.08 . 26301.23 . * 26336.38 . 26371.54 . mil 6 on w .s 26406.69 I W C E H . TX 44 26441.85 26477.00 . I X E H. TX 0 1110.80 1119.16 1127.52 1135.88 1144.24 1152.60 1160.97 1169.33 1177.69 1186.05 1194.41 44 1 NOTES 40 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH +.. W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL RS E = ENERGY GRADE LINE X = CURVES CROSSING OVER " B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT me 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY '• 1 w Mot eaw MO OW 4W MO 7 44 5 - .r wft ✓ T1 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD. &RAILROAD T2 THIS STUDY IS BASED ON REVISIONS TO CHANNEL PLANS. PREPARED BY BILL MANN & ASSOCIATES ... 13 HALL & FOREMAN INC. J. K. SO 21450.001110.80 18 • R 21600.001112.38 18 .014 .00 TS 21707.471113.51 1 .014 "" BX 21707.471113.51 3 R 21747.471113.83 3 .014 .00 .00 0 MD BE 21747.471113.83 1 .00 a TS 21747.471113.83 1 .014 TS 21807.471114.31 4 .014 * R 22146.001117.02 4 .014 .00 R 22206.001117.50 4 .014 .00 ,■„ BX 22206.001117.50 5 R 22294.001118.84 5 .014 .00 .00 0 MIN BE 22294.001118.84 6 .00 R 22294.501118.84 6 .035 ..s TS 22344.001120.59 7 .035 TS 22600.001123.50 8 .030 01 R 23560.001134.40 8 .030 .00 15.00 TS 23798.001137.10 13 .030 TS 23848.231137.67 6 .035 BX 23848.231137.67 12 MO R 23952.231139.33 12 .014 BE 23952.231139.33 6 TS 23952.501139.33 6 .035 401, TS 24000.001143.68 14 .035 TS 24240.001151.17 15 .030 TS 24400.001154.81 20 .030 15.00 R 24700.001161.63 20 .030 .00 • R 25170.001169.78 20 .030 .00 R 25500.001173.37 20 .030 .00 °°• R 25600.001174.46 20 .030 .00 TS 25750.001176.09 15 .030 .00 Nil R 26210.001177.23 15 .030 .00 TS 26400.001177.71 16 .030 TS 26477.001177.91 17 .035 SH 26477.001177.91 17 1190.00 mi CD 1 2 0 .00 19.00 56.00 .00 .00 .00 CD 2 2 2 2.00 14.00 56.00 .00 .00 .00 CD 3 3 2 2.00 14.00 56.00 .00 .00 .00 or CD 4 2 0 .00 13.50 44.00 .00 .00 .00 CD 5 3 2 2.00 14.00 44.00 .00 .00 .00 CD 6 2 0 .00 17.00 44.00 .00 .00 .00 CD 7 1 0 .00 15.00 58.00 2.00 2.00 .00 4 . CD 8 1 0 .00 17.00 72.00 2.00 2.00 .00 CD 9 1 0 .00 11.00 100.00 2.00 2.00 .00 " CO 10 2 2 2.00 14.00 44.00 .00 .00 .00 CD 11 1 0 .00 17.00 44.00 .00 2.00 .00 AN CD 12 3 2 2.00 14.00 44.00 .00 .00 .00 CD 13 1 0 .00 17.00 52.00 2.00 2.00 .00 CD 14 1 0 .00 14.00 56.00 2.00 2.00 .00 e , CD 15 1 0 .00 11.00 95.00 2.00 2.00 .00 CD 16 1 0 .00 14.50 80.00 2.00 2.00 .00 ... CD 17 1 0 .00 16.50 47.00 .00 .00 .00 CD 18 2 0 .00 13.50 40.00 .00 .00 .00 +r CD 19 1 0 .00 17.00 44.00 .00 1.00 .00 CD 20 1 0 .00 8.50 106.00 2.00 2.00 .00 mu 1 410 1 0 8530.0 .0 • 2 APPENDIX /13,CY P4,48,40,6, ��� 6 S 1 Federal Emergency Management Agency i. = 'II 1 Washington, D.C. 20472 ° NOV 0 8 1988 CERTIFIED MAIL RETURN RECEIPT REQUESTED The Honorable Nathan Simon Case No.: 88- 09 -35R Mayor, City of Fontana RE: San Sevaine Channel City Hall Fontana, California P.O. Box 518 Fontana, California 92334 Dear Mayor Simon: This is in response to letters dated August 26 and October 14, 1988, from Mr. John C. Hogan,, Senior Project Manager, Hall Foreman, Inc. (H &F), concerning the effective Flood Insurance Rate Map (FIRM) for the City of Fontana, California, dated June 4, 1987. Those letters responded to our letter dated July 5, 1988, to Mr. Hugh H. °Foreman, Jr., President, H &F, and to a telephone conversation on October 7, 1988, between a representative of our Technical Evaluation Contractor and Mr. Hogan, in which we requested that additional data be submitted in support of Mr. Foreman's March 4, 1987, request for a conditional Letter of Map Revision (LOMR). Mr. Foreman's request is based on proposed improvements to San Sevaine Creek, including the construction of a new, concrete -lined channel adjacent to Etiwanda Creek, from Foothill Boulevard to Victoria Avenue. The following information was submit- ted in support of Mr. Foreman's request: o A geotechnical report, entitled "Etiwanda /San Sevaine Creeks Double Channel Between S.P. Railroad Easement and Victoria Avenue, Fontana, California," dated October 18, 1988, prepared by CHJ, Incorporated o Channel improvement plans, entitled "San Bernardino County Flood Control District, Plans for the Construction of San Sevaine and Etiwanda Creek Channels, from Victoria Avenue to Foothill Boulevard," dated June 10, 1988, prepared by H &F o Plans, entitled "San Bernardino County Flood Control District, Plans for Construction of the San Sevaine Creek Channel," dated March 9, 1988, prepared by Bill Mann & Associates (BMA) o A copy of a map, entitled "Community Facilities District Map as Proposed," dated April 5, 1988, prepared by H &F i(i o A technical report, entitled "Report on the Day, Etiwanda, and San Sevaine Creeks Drainage Plan," dated March 1983, prepared by BMA o A hydraulic computer model of the 100 -year flood for the existing and proposed conditions, along Etiwanda and San Sevaine Creeks from R E C EIVITthill Boulevard to Victoria Avenue, prepared by H &F ALL o FOREMAN, r epo rt, entitled "San Sevaine /Etiwanda Channel Improvements, ,N OV 1 0 ctural Calculations," dated January 25, 1988, prepared by H &F iECK Q ❑ OOLITTLE ❑ 2 o An undated, two - volume technical report concerning the storm drain plan for the existing and proposed conditions, entitled "Etiwanda and San Sevaine Basins, Watershed Hydrology," prepared by H &F o A copy of effective FIRM Panel 0003 A, dated June 4, 1987 o Channel improvement plans, entitled "San Bernardino County Flood Control District - -Plans for the Construction of San Sevaine & Etiwanda Creek Channels - -from Victoria Avenue to Foothill Boulevard," dated June 1986, prepared by H &F o Plans, entitled "San Bernardino County Flood Control District- -Plans for the Construction of Interim Reinforced Concrete Box at Foothill Boulevard," dated December 17, 1986, prepared by BMA We have completed our review of the data submitted and believe that if the proposed San Sevaine Creek Channel improvements are constructed as shown on the aforementioned channel improvement plans, the 100 -year flood will be con- tained in the channel from Foothill Boulevard to Victoria Avenue. Upon completion of the project, please submit as -built plans, certified by a registered professional, engineer, and evidence that maintenance provisions for the east bank of the channel, which acts as a levee, have been made. That evidence must be in the form of an officially adopted plan that meets the requirements set forth in Section 65.10(d) of the enclosed National Flood Insurance Program (NFIP) regulations. All maintenance activities should be under the jurisdiction of a Federal or State agency, an agency created by Federal or State law, or an agency of a community participating in the NFIP that assumes ultimate responsibility for these activities. Upon receipt of this information, we will make a final determination on revising the FIRM. The basis of this conditional LOMR is, in part, a proposed channel modification project. NFIP regulations, as cited at Section 60.3(b)(7), require that communities "assure that the flood- carrying capacity within the altered or relocated portion of any watercourse is maintained." This pro- vision is incorporated into your community's existing floodplain management regulations. Consequently, upon completion of this proposed project, the ultimate responsibility for maintenance of the channel modification will rest with your community. Before beginning our review, we received, with a letter dated May 9, 1988, an initial fee of $3,000.00 from Mr. Roger D. Hatch, Vice - President of construction and engineering, Fontana Heritage West End Associates. Mr. Hatch submitted the fee to cover the costs associated with the processing of a conditional LOMB. However, because the review and processing costs associated with this submittal totaled $1,500.00, a refund in the amount of $1,500.00 will be mailed to Mr. Hatch. 3 Should you have any questions regarding this matter, please call Mr. William Judkins of my staff in Washington, D.C., at (202) 646 -3458. Sincerely, • J• Matticks Chie , Risk Studies Division Federal Insurance Administration cc: Mr. Hugh H. Foreman, Jr., President H &F Mr. John C. Hogan, P.E. H &F Mr. Bill C. Mann, P.E. BMA Mr. Roger D. Hatch, V.P. Fontana Heritage West End Associates Mr. Robert J. Johnson, P.E., V.P. CHJ Incorporated BILL MANN & ASSOCIATES, INC. Cur?' 3 cy �K Civil Engineering • Drainage — Flood Control • Special Studies i -- Ie February 18, 1991 File: 84 -14 90 -25 Mr. John Hogan, P.E. Project Director Hall & Foreman, Inc. 3170 Redhill Avenue Costa Mesa, CA 92626 -3428 Subject: San Sevaine Channel South of Foothill Boulevard FEMA Map - Village of Heritage Dear John: We have researched our files regarding design information for the channel south of Foothill Boulevard. We cannot locate information on the water surface profile. The water surface profile was provided by the Flood Control District as a check on the plans. The design of the channel was based on our joint hydrology report entitled "Hydrologic Analysis and Modeling of the San Sevaine Creek Watershed ", dated January, 1987, with hydrology computer runs by your office. The ultimate structures at the Santa Fe Railroad, Whittram Avenue, and Arrow Route were designed for the ultimate hydrology flow of 15,000 cfs. The interim earth channel was designed for the ultimate San Sevaine Creek flow of 8,530 cfs. The 8,530 cfs does not include the combined Etiwanda Creek and San Sevaine Creek flow. We are forwarding a set of channel plans and excerpts from the Hydrology Report for your immediate use. I am sure you will need a full copy of the report as well as certified plans of the channel construction to submit to FEMA. We will prepare copies of the report and obtain a set of originals (sepia) for that purpose. Please advise if there is anything additional we should be doing at this time. Sincerely, BILL MANN & ASSOCIATES, INC. B 4MANN P. President BCM:sw Enclosure cc: Roger Hatch, Village of Heritage 1802 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 • (714) 885 -4309 • (714) 885 -5418 1 Table V Unit Hydrograph Peak Flow Rate (cfs) 100 -Year Event • (Nodes) Watershed Location 1 Point Number 1983* 1986 UPPER ETIWANDA CREEK 2 3,077 4,821 3 5,287 7,385 4 - 7,996 7 - 8, 1 14 • 8 - 8,209 UPPER SAN SEVAINE CREEK • 1 1,967 2,921 401 ** - 7,425 403 * ** - 6,068 (12,330 * * * *) 4.1 (spillway) 4,100 2,651 SAN SEVAINE - ETIWANDA CREEKS 5 8,200 4,600 7 12,200 7,258 8 - 8,530 8' 12,200 14,958 9 15,550 18,218 11 18,850 22,860 12 18,850 23,722 * Day, Etiwanda and San Sevaine Creeks System Drainage Plan (March, 1983) ** Flow at San Sevaine Basin No. 1 * ** Flow at Hawker Crawford at San Sevaine Basin No. 3 * * ** Combined flow at San Sevaine Basin No. 3 The watershed location point numbers (Nodes) are shown on Figure No. II as MI • 24 az i SIM . M Mal ISM ilia i N NM End WNW lillir mania .r.l.d .I-•• MAYA emo.R,J _.rl ..■..1I • R • ` • • _ 1 "S .'7�T 1 - - ^ - --,-,..'' .1 .- }-;. ": -- - . 1 -• _ ""r"�` 7 `\ N y -+ _^�` _ v . ' •rr ! A . 4.•' • A r.,,r� • s n, ' *° ' ig A' N J 1� p ! ?y ' Ykl It - � ; T ''Ti ; . O , ` � , � . • ' �� . . 7 «� `. ���/ ► ^} �,� ! 1 f l lfi ` , . VZ f A r t " 4 ' `r �,,,/} , _ , . ,, ,♦.. T I •fl' �''f ,."t • ie., /i 4 : ■ I ti+ S� �� i , 7 , 1 l � i ) r' �' •' 1 � / ... . w , I } � , y �•° ( 26 .. •t2 ' I t T - r : . . ./.), 1: L ‘ 1041 1 til ' 1 gii,".. A I'^ . r 44 ' r� �4 • . , � ' t• 1 t '• ... L. L , � -i i f . Z�! irlr • f ) ti i • •, •.:'-'.:-r:.- . • . '1 r ,y •"A� ,I � tI � ,r ' (, I , � t �, �� �� �' 1 , ! r7, • � ., 1 ; , � '� �- - � _ t' -� .. • • v }. + i. 1 r , . :...; i ., ` I - ', . � \ , I... I 4,. � ''� / P , I ''e r M1 Drrorr' 1 '', ; 1- . A • ` ✓ •L , i, \ r. M �,�.; "''b , } .,. , ! ; w ., / 1 - , `� 1 ( ' � ,. ' r � l :.r r ) i dJ" / ° j �" ". 1. II G , a " " ; " 8 I L, ) f. / / � ' J � � _ _„ l a jj 4 F `il\ _ _ •. _ t _" •� i 7 I t .T A , (1 N I A' I, ;, F ! O R k; S ` 4' 1 i f, ., • , I p, T`� ti • 1 / - . ' f 1, • I 1 i . (Imp..., ' +•• 1 14144 11 \ k 5 o \ ) • r ^ . A ..I � � i — 1 1 ; :? : h • + r y `- ∎, • - :, a ;;� . � , 7 i ' ' J 1Y i 7. \ r,,.,., '! . • r \, .. r ` } t ' ' 1 !{ t �' , '!� '�,.I, A J �" j ' , r , , _ a c . ,, .e n ' s I '4 �'` r y - -- 1,. •A li ■ I ��� �,.` 1 4,) ' ' " " ."'";'"' ' ,_ I.,.\ - ) , r , ,\ ,. „ , \ „ • 'IS ,'• , © i ;43J 4 1 • 1• : r \_;, ;21 N 1 / i SEVAMt C k CH NNEL • ( c ' A 1 ( 1 3 , P.3 r sett SE AI , rl RICH DA _ - ^ I PROPOSED DE�HIS DAM ^ , $ _r n ,' - o. 1 X r: L , ; 4 4_; � 70 ( 9. '�I 2 2 �� l �- rl - / • '4 II / t9 1 i - ' . " L. • UPPER ETIWANDA Q2K. CNANNE. \. v 1 i \ s 1 �. ' , J - % '�- HAWKER CRAW FORD CHANNEL % , -.• �. AY _C / \ v � / j 43 -- - -- - -- • J ,1 -- © _ _ % i � V I = 4000 ' CIT urns I----.- , 1 • t 'i-,: j i b • ,' 1l 1 i • se D Gt�S. \ _h N SEVAINE . \ WIN 1 " /'• ' % 403 _ _. / / V .../ V s/ '''' I \ .. y BASINS - �j ,. -� i , - I . In 20 / ' I 1 i r y44"•'A. >y ; // h - . i - _ • I IW q •pi2 ( 1�EE r w ! if(irhp�2rr "i��� SAN SEVAINE DAMN'' STORAGE S "• �.I VICTORIA .' ♦ I: ' 1 • I' ..... l • • f ,�{ _4.41, �;; � fl�;i. i , j - -- ':a _ C i . � - I •:I `I iI f i I 11 6. 1 2 1 •. 1 • Ilj -- , F.nw•nd. /I SAN SE MAINE CHANNEL (EXI$TIN � . r•� ,.. , • 1 , ,.r/,w r A . A . 4 4z' , ,rye , y • �' . , r� n � SIIK ' ��'�, ✓ten I-; ' - - ,r , �t , r — � _ �! r �jFAN1 1EL1E)(ISLt �. • 7 r _ 1 �• t (?AT CREEK E:NANNE �i i / \ i ► � �� 11 � III - ii* c..' ;DO .. .. i l' CUCAM NGA : : " , 'w` a 1 - - t _ , FONTANA - . - I ill', .-• i " ' _ 1 4 �� • ' n'° _ . 8 fl , POTtTANA I ! i 6 1 �� } �__. 7 .1�•� ' I 1 ' fact- .'Art ___ I..� , I 'VA i C' et IMIT , ✓ � , �� + • 1. , / , r A _ l(� ''C.a Lyn.:. �• - r/"•r••� ' 1 �:ti. e • r,� , r t • r 1 1 • -1,--.....7,11,11f."-':-., 1 •�/� . 1 _ l " C l i' I ., ice ! . '/ ( ' ��' � .: '. �-' �9, ■ , .Y';T �` 4 '•114' ; ::. • _ •. ' r .1 ' - ' 1 1 . r I : . ` . .r ,. —. ;� . ` �. • r .,., • 1t... Imo. s ` . ; !' • i ` �,�. i lt� , _ ,j, -.''• .. ;, .. • CITr l.rM 0I', � 4 ! - f! • a.•... f. ' wtl l•..4 ,.r. TANA r K 4 .....1 . i' l .. -` • . - 1/1• yy ._ . a '• .• it ►•� r. ._ -...1 , Pg.'. r '� No� f 1 .. : ( t c •:�I. i a. f il - -- ..; = ' i ce { ; ;i . 'I' F , _ . ✓. . » _ + y - ' ' T *t , -r I � Ij TII i f • ' . i :..A..::, `'..i . ` T . I III II t - 0 s r i . I 1 I �r �� -t —_ t t1 '1' - < 1 1' • • •II I 1I - ' I I � - ' —It'd ... •• - •• ,� a, - , _ } .�- , '� �... • 10' ( •„ , :.'�_ ! 1 � -i . ;. i4 �t � E ` ili •y ••'� jr � I! - j !: 1! a 1. 11 p - r l . . , ' ' 11! , l : r 16 � r • r , * \ ' • N , , 0"---. I _l . i ` • :1 Iii' �,,•, 111"!;8 i AGt',! _ An >I' ; s.' ' • ITT • ' L . . :-'1.•: ,11.--, _ 1 i I� _ t { f � ; 1 iii : i!; 1 JI ` i w j -rill F r I _ Et 1 1 •_ 1 i _ ` •, _ II i I 1 •, I I ej' � . 1 � .. r • -._-• , _ �,+ '. . top.* � '� I • • " '• • '4� ' _ 111 I ' r an . ilil' 1 '� 1 : . + • v . a ' t i . . • . • •.' - -: , , 1 1..,. ..•-•t --• - 1 ' . • ` r • i _ 1 vi i r :'. I , i .. i1 ` . — . +fir .. ,-. -, . •_•. , 1 1 • t'• _; Q ` : ., i' { F : ` ��, i. "' lu'i�ri Ti` ; t .l �1 ...... ;✓ 11 ,{ '7 V. • '1:..' i• r .i acr. � -r =c1 -� _ �.. 21'1 II_] ' 1 �l}� ip�i ' r. i ( � . - I•..: £ ( � i�jj 1 -. - -. r r n.j I ' • '/ i . — x.- . ._ \ �4. r�.J i' •i .,. ( t_ A ! U. I_ �_ .�1 t1r 'I _ l la 'CI LIMIT � � � ` J ' it u • - a • i. �-' �,�, .w 2f a a ', % u 2 - 1 • 1 : 1 - =- 1 k - , •1 .�. • � ? ' : I ' - 1,, i _ 1 r _ L r. 1 r„,„,....,... t Pi y a 2. II ti +� ° , 2 ( +� = lam .. �` I t�. ' - • L. 'c• i. I - .*._.. _ SAN SE_ VAItiE CHAN'',_ • . I ' °j ' + V '_ T rim , / l' \ - • ,.. k CITY LIMITS r ' . • e . . / i 1. COMPUTER PRAM F0515P W S P G I Water Surface and Pressure Gradient Hydraulic Analysis System US MANUAL • I I - April 1979 I - I I Los Angeles County Flood Control District A. E. Bruington, Chief Engineer 2250 Alcazar Street, Los Angeles P.O. Box 2418 Terminal Annex Telephone: (213) 226 -4111 Los Angeles, CA 90054 I 1.1 Introduction This program is a hydraulic analysis system developed by the Design Systems and Standards Group of the Design Division and the Data Processing Section of the Business and Fiscal Division of the Los Angeles County Flood Control District. 2.1 Purpose The program computes and plots uniform and nonuniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The flow in a system may alternate between super critical, subcritical or pressure flow in any secuence. The program will also analyze natural river channels although the principle use of the program is intended for determining profiles in irrproved flood control systems. 3.1 General Program Description 3.2 Basic Theory The computational procedure is based on solving Bernoulli's equation for total energy at each section and Manning's formula for friction loss between the sections in a reach. The open channel flow procedure utilizes the standard step method. Confluences and bridge piers are analyzed using pressure and mcmemtum theory. The program uses basic mathematical and hydraulic principles to calculate all such data as cross sectional area, wetted perimeter, normal depth, critical depth, pressure, and momentum. 3.3 Cantutational Procedure 3.3.1 Input Preparation The channel or conduit system is initially subdivided into the following elements: system outlet, reach, transition, confluence (junction), bridge exit, bridge entrance, wall entrance (sudden contraction), wall exit (sudden expansion), and system headworks. Each element is internally assigned a number. The input data must consist of a minimum of three elements (system outlet, system headwork and any other element) and is limited to a maximum of 200 elements. A greater number of elements will require a breakup into two or more systems. 1 • i II I 3.3.2 Flow Rates I The starting flow rate (Q) at the upstream terminus of a system is specified on a "Q" card. The flow rate (Q) is increased at the desired locations by specifying lateral inflow rates on the "JX" cards. The flaw rate can be reduced by using a negative lateral Q, this reduction is intended to account for channel storage. If it is used in cases where the channel or conduit branches it should be understood no loss is computed. 3.3.3 Multiple Profiles To obtain additional watersurface or gradient profiles for different flow rates in the system, additional Q cards may be supplied. The only limitation on the number of profiles that may be run at one time is the limit on the program execution time which is set by the computer center. 3.3.4 Manning's "n" The program uses the Manning formula for the friction loss in all types of conduits or natural channels. The program can only take one "n" value per element, however, the "n" value can change at subsequent elements. If a section has a lining composed of different roughness coefficients a composite "n" based on anticipated depth of flow should be hand computed. If an "n" value is not specified with the input data, the program uses a value I of .014. 3.3.5 Water Surface Controls I • Water surface controls at the downstream terminus (System Cutlet S.0.) or the upstream terminus (System Headworks S.H.) are optional input values. If water — surface controls are not given the program will use critical depth controls. 3.3.6 Critical and Normal Depths Critical depth is computed for every section for the given Q utilizing the "Specific Energy Equation ". Normal depth is computed in every reach element on a positive slope for the specified Q. 1 2 I The velocity head ( v) is computed using the mean RP 9 velocity of the section. This may not be accurate in the case of a complex section such as one with shallow flow in the horizontal overbank area where velocity distribution is not uniform. If the program is to be used in this situation the user should be aware that • sane error may be introduced in the results. A check on the magnitude of the error can be made by the user utilizing the parabolic method to determine specific energy (see Appendix). 3.3.7 Watersurface Stages The lower stage w.s. profile begins at the system headworks and ends at the system outlet. The computation will proceed downstream in every consecutive element as long as energy is available to maintain flow in the supercritical stage. When energy becomes expended at any point in an element, the lower stage profile will be discontinued from that point to the downstream end of • that element. Then computation will resume in the next • element with a critical depth control until the system outlet is analyzed. The upper stage w.s. profile, begins at the system outlet, and ends at the headworks. Computation proceeds upstream in every element as long as the water surface at the downstream end of any two adjacent points can support the moving mass of water to flow at the critical or subcritical depth. Otherwise, computation will be discontinued from the downstream point to the upstream end of that element. Then computation will resume at the downstream end of the next element with critical depth control, provided no depth less than critical depth has been computed at that point on the lower stage profile. Then computation will proceed upstream until the system headworks is analyzed. Note that - if the computed depth of flow in any open section exceeds the given section height the program will assume an additional 10 -feet of vertical wall except for Channel Type 1 (see Figure 6 -1) where the side slopes are extended outward until the 10 -feet vertical height is reached. The jump routine begins at the system outlet and ends at the headworks. It searches the lower stage and the upper stage profiles for points of equal energy. If a jump is encountered, it will be approximately located; and data on either the upper stage or lower stage not consistent with the greater energy theory will be deleted from every element. The final profile will be a composite of upper stage and lower stage with hydraulic jumps in between. 3 I ' 1 • 4.1 Data Processing System Description 9 y _ All programs are written in FIORTAN Iv, compiled using the IBM FORTRAN H ccrrpiler executing on an IBM 370/158 using OS/VS2 MVS. • The system requires the use of an input media (such as a card reader), temporary disk storage, and a printer. It is designed to run in batch mode. Required input to the system consists of: • 1. Title information. 2. Channel element definitions. 3. Cross section definition. 4. Cross section points definition. 5. Q card, of which the first is required and the subsequent Q cards are optional for change of flow rate in the system. The entire input is thoroughly scanned for required information and • range values of optional information before processing begins. If any errors are detected, processing will stop. Warnings may be issued, but they will not prevent processing. Processing consists of three phases: Analysis of the system in the downstream direction (phase I), analysis of the system in the upstream direction (Phase II), and analysis of the downstream profile (from Phase I) and the upstream profile (from Phase II) to obtain a composite profile (Phase III). The processing was designed to continue calculating unless gross errors are encountered. Warning messages may be issued concerning tolerance levels not being reached on an iterative approximation. These may or may not effect the overall solution to the problem; however, processing continues. If gross errors are encountered, an error message will be.issued and processing will stop. Output of the system consists of three reports: 1. A listing of input with edit scanning messages. 2. A w.s. profile listing of the composite profile obtained in Phase III of processing. 3. A profile plot of watersurface and channel geometry. 1 4 5.1 Element Description The channel, conduit or natural river system to be analyzed is subdivided into elements as stated in Section 3.3.1. The program internally numbers the elements beginning with the System Cutlet (SO) as number 1. Each successive element is numbered continuing upstream to the System Headworks (SH). The maximum number of elements permissable by the program is 200. 5.1.1 Boundary Lines (Refer to Figure 5 -1) All elements are bounded on the upstream end by Section 1 and the downstream end by Section 2 except System Outlet (SO) and System Headworks (SH) which only have Section 1. The user inputs data such as base width, conduit height, etc. for Section 1 of every element. The data for Section 2 for every element is taken by the program from the upstream Section 1 of the adjacent downstream element. Elements may have considerable length between Section 1 and Section 2 as in a reach element or may have a zero length as in a bridge entrance element. • L = length of element X = number of the element under consideration X +1 = adjacent upstream element • X -1 = adjacent downstream element 5.1.2 System Cutlet (SO) (Refer to Figure 5 -2) The system outlet is the downstream terminus of a channel. X is equal to one. X +1 can be any element except a System Headworks (SH). Note the element length is zero. 5.1.3 System Headworks (SH) (Refer to Figure 5 -3) The system headworks is the upstream terminus of a channel. Element X -1 can be any element except a system outlet. Note the element length is zero. 5.1.4 Reach (R) (Refer to Figure 5 -4) The reach element is a length of channel, drain or natural river with a constant invert slope, Q, cross section and Manning's n. A reach may have a straight or curving horizontal alignment, however, a curved reach must coincide with the beginning and end of the curve. The same applies to an angle point in the horizontal alignment, a reach must end or begin at the angle point. 5 In open channels (regular rectangular or trapezoidal sections) the superelevation of the watersurface is computed and printed for each point in the curve. In pressure flow, bend losses, angle point losses, and manhole losses are computed and added to the 1 friction loss for the reach. Element X +1 can be any element except a system outlet. Element X -1 can be any element except a system headworks. 5.1.5 Junction Structure (JX) (Refer to Figure 5 -5) 111 The junction structure element is used where there is lateral inflow into the system. Two different laterals can be handled by this element. Element X -1 can be any other element except a System Headworks (SH). Element X +1 can be any other element except a System Outlet (SO). 5.1.6 Transition Structure (TS)'Refer to Figure 5 -6 A transition structure is a gradual expansion or contraction from Section 1 to section 2. The length L may be any positive number. Element X +1 may be any element except a system outlet. (SO) Element X -1 may be any element except a system headworks (SH). , • 5.1.7 Bridge Entrance (BE) (Refer to Figure 5 -7) A bridge entrance is an element used where flow enters from , an element without piers into an element with piers. A bridge entrance is considered to have a zero length I element even though the bridge pier nose may have a minor length. Element X -1 may be a SO, R, JX or TS. Element X +1 may be a R, JX, TS or SH. It is noted that neither section 1 or 2 can be a pipe. I 5.1.8 Bridge Exit (BX) (Refer to Figure 5 -8) The bridge exit is also considered to have a zero length ' element. A bridge exit is an element used where flow exits ftvuu an element with piers into an element without piers. Element X -1 may be a SO, R, JX, or TS. Element X +1 may be a SH, R, JX, or TS. It is noted that neither section 1 or 2 can be a pipe. 6 I t 5.1.9 Wall Entrance (WE) (Refer to Figure 5 -9) This element is used when there is a sudden change in the conduit section such as a headwall or an abrupt contraction. l This element is considered to have a zero length. The user should supply the loss coefficient Kc expressed in terms of the velocity head. If left blank on the input card the program uses a value of .5 for kc. (See Hydraulic Handbooks for typical values). L Element X -1 may be a SO, R, JX, or TS. Element X +l may be a SH, R, JX, or TS. The section for element X +1 cannot have piers, however, it can be an open channel or closed conduit. The section for element X -1 can also be an open channel or closed conduit and it can be with or without piers. 5.1.10 Wall Exit (WX) (Refer to Figure 5.10) This element is used when there is a sudden expansion ftuu is a smaller to a larger channel or conduit section. This element is considered to have a zero length. • Element X -1 may be a SO, R, JX or TS. Element X +1 may be a SH, R, JX or TS. The section for element X +1 may be an open channel or closed conduit with or without piers. The section for element X -1 may be an open channel or closed conduit 'however it cannot have piers. L • C I 7