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HomeMy WebLinkAboutSan Sevaine Transmittal Letter.pdfCIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING TRANSMITTAL LETTER DATE: 05/08/91 JOB #: 3814 TO: San Bernardino County Flood Control District 825 E. Third Street San Bernardino. California 92415 ATTENTION: Lewis Neeb REGARDING: San Sevaine Channel A , (South of Foothill) Hydraulic Analysis Fyy^op r 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 tm / 9 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 0 PLACENTIA HYDRAULIC CAL COLA TIONS San Se vainer Channel (FOOTHILL BLVD. TO S.F. RAIL ROAD) INTERIM CONDITION No. 26229 r+i PR'EPARED BY: HALL & FOREMAN, INC. 3170 REDHILL AVENUE COSTA MESA, CA 92626 (714) 641-8777 %��- - C A'�r� - OHN C. HOGAN R.C.E. 6 9 S- 8-9 w4e got* CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING 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 channel. There are reinforced concrete box culverts at Arrow 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. !fi / / '� / 4ASELI1�lE 4i FOCrrH I LL Ave. / J z / V ARROW ROUTE / FR.OJECT SST e' I �zz A �' tisNl r `RAh't AVE. lb I o � ro FRFEWA\r P - - �; T LOCATION MAP NO SCALE; 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.) IV HYDRAULIC CALCULATION FOR EXISTING CONDITION �riL IaF S A '? 0,. " tt PAG NATER 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 E 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 +++++++++++++++++++++++++t++++++ttt++++++tt+tt+tt++++++t+t++++++tt++++++++t+++++++t+tt++++t++++++t++++++ttt++++++++++++****++t+ 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 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 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 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 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 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 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 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 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 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 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 E 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 PAG NATER 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. C 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 w**t+*++++++,t*+++++++*.,t+*rr*+r+++*+,r+***,r*+++,r,t+,r++++,t++*+r.•*,t*++,r*++*+++++++,r*++*++*.+r+rrtr+r*w+++**r*++++*++++**++*+w+W**,t+ 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 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 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 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 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 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 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 +**++*+*++++++**++++++++++**++++*+**+++*,rrt,r,►,r*+++*+,r**rw,r*,++++++++,r+r++++++++***+++*+�,r+*+*++***++,r+*+r++++r++r*,r++++****+*,r*++ 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 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 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 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 2 0 23952.23 1142.10 0 .27 .00000 0 23952.50 1142.10 0 WALL ENTRANCE 0 23952.50 1142.10 OTRANS STR .00000 1 21.12 1163.22 8530.0 9.18 1.31 1164.53 .00196 .00 21.12 1163.22 8530.0 9.18 1.31 1164.53 22.62 1164.72 8530.0 5.66 .50 1165.22 .00059 .00 .00 10.53 17.00 44.00 .00 0 .00 .00 .00 10.53 17.00 44.00 .00 0 .00 .00 9.74 17.00 44.00 .00 0 2.00 PAG WATER SURFACE PROFILE LISTING 100 YEAR FLOOD STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL SLVD.&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 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 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 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 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 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 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 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 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 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 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 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 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 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 0 L/ELEM SO SF AVE HF NORM DEPTH ZR ************x****x**************************************xxxxxxxxxxxxxxwxtxx**xx*******x******************x**********wwxwwxwwxwx 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 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 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 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 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 0 L/ELEM SO SF AVE HF NORM DEPTH ZR xxxtxxxxx*x**x**x*******x****t*txxx******xx*x**xxxxxxxxxxxxxxxxxxxxxx****x*x**x************x**********w*x****xxxwwwwwwxwwxwwwtw 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 O 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 21514.87 21547.30 21579.73 21612.16 I W C E H TX 21644.59 21677.03 21709.46 IBBBBBBWBBCBBBBBBBBEBBH BX 21741.89 I W C H E 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 21936.48 21968.92 22001.35 22033.78 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 W C H E R 22358.10 I WC H E R 22390.54 I X H E R 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 22682.43 22714.86 22747.29 22779.72 I W C X R 22812.15 22844.59 1 WC HE R 22877.02 I WC X R 22909.45 1 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 3 23428.37 23460. 80 23493.23 23525.66 I C W E H R 23558.10 I CW E H 23590.53 I W C E H R 23622.96 I W C E H R 23655.39 TX 23687.83 23720.26 23752.69 23785.12 23817.55 I W C X 23849.99 IYYYYYYYWYYYCYYYYYYYEH TX 23882.42 I W C EH WX 23914.85 IBBBBBBBBBWBBCBBBBBBEH TX 23947.28 I X E BX 23979.72 IBBBBBBBBBBBXW E R 24012.15 I C H W E BE 24044.58 IYYYYYYYYYYYYCYYYYYYH W E R 24077.01 I C H WE WE 24109.45 I C H WE TX 24141.88 I C H WE TX 24174.31 TX 24206.74 24239.17 24271.61 I C H WE 24304.04 TX 24336.47 24368.90 24401.34 I C H WE 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 24628.36 I C WX R 24660.79 I C WX R 24693.23 I WC HE RR 24725.66 I WC X 24758.09 I WC HE RR 24790.52 24822.96 I W C X 24855.39 R 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 1 X X 25212.14 1 WC x R R 25244.57 25277.01 25309.44 6 25341.87 25374.30 25406.74 25439.17 I WC X R 25471.60 25504.03 I WC EH R 25536.46 25568.90 I WC X R 25601.33 I WC X TX 25633.76 25666.19 25698.63 25731.06 25763.49 I X E H R 25795.92 I X E H R 25828.36 I X E H R 25860.79 I CW E H R 25893.22 I C 25925.65 W E H R 25958.08 I 25990.52 C W E H R , 26022.95 26055.38 , 26087.81 26120.25 I 26152.68 C W E H R 26185.11 26217.54 I 26249.97 C W E H TX 26282.41 26314.84 26347.27 26379.70 26412'13 26444.57 I W C E H TX 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 1 N 0 T E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH 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 1 7 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 T3 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 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 TS 23798.001141.33 13 .030 TS 23848.221141.58 11 .035 WX 23848.221141.58 11 TS 23848.231141.58 6 .035 BX 23848.231141.58 12 R 23952.231142.10 12 .014 BE 23952.231142.10 6 R 23952.501142.10 6 .035 WE 23952.501142.10 11 TS 23952.601142.10 11 .035 TS 24000.001143.68 13 .035 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 R 25500.001173.37 8 .030 .00 R 25600.001174.46 8 .030 .00 TS 25750.001176.09 15 .030 .00 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 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 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 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 HYDRAULIC CALCULATION FOR PROPOSED CONDITION H 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 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 O 0 150.00 .01053 .00798 1.20 5.21 .00 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 OBRIDGE EXIT 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 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 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 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 100 YEAR FLO00 STUDY FOR SAN SEVAINE CHANNEL BETWEEN FOOTHILL BLVD.&RA1LR0 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 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 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 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 OTRANS STR .03535 .00302 .15 .00 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 0 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 1 PAG NATER 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 *tr*•w***•r****r***a****r**et****rr**r*e**•a*****r********rrr***w*•wt**wr**********r***r**•*w****r***t********w*********f*�***� 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 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 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 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 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 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 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 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 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 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 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 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 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 0 23915.52 1138.74 0 21.46 .01596 0 23936.98 1139.D9 0 11.66 .01596 0 23948.64 1139.27 0 3.59 .01596 1 9.73 1148.47 8530.0 21.93 10.20 1149.29 8530.0 20.91 10.70 1149.97 8530.0 19.93 7.47 1155.94 .00 11.22 .00643 .14 6.79 1156.08 .00 11.22 .00570 .O7 6.17 1156.15 .00 11.22 .00506 .02 14.00 44.00 .00 2 7.01 .00 14.00 44.00 .00 2 7.01 .00 14.00 44.00 .00 2 7.01 .00 PAG NATER 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 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *****+,t*,r*,t*****************f******r**f*,►**r*******«+.*,t,ts*a****•**,r,r*************,r***t*********,t*******,r***w*,r**,two*** ***,r***** 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 OBRIDGE 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 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 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 0 L/ELEM SO SF AVE HF NORM DEPTH ZR * * w,t+nt w,t *,r,t,t,t,t *,t e r ,r,r,r ,r *,t,t,r * * *,r *,t,t,r t * *,t,t * * v,t,t * * * «,t ,r,r * * * *,t,r * * * * * * * * * * w * * * * * * * * *,r * * * * * * * r • *,r * * ,t * * ,r *,t,t n r + * *,� * * ,t,t * ,r ,t * * * x * * * ,t 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 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 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 3 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 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 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. G 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 *t,r * *+t*,rrw***,r*,r•** * *****•r,e•,r***e*:,t,tt*:,rtr+*:**r*,r,r.*,r,r,r,t**i*,t,t*tr*,t.,rr,rt+,r,r,►*,r*txna**w,t*«*.,rtrx+r**,t* *,r*++,r•,+* * w. ***tnr,r*r,t,t* * �. # 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 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. 21450.00 21485.15 21520.31 21555.46 21590.62 21625.77 21660.92 21696.08 21731.23 21766.38 21801.54 21836.69 21871.85 21907.00 21942.15 21977.31 22012.46 22047.62 22082.77 22117.92 22153.08 22188.23 22223.38 I W C E H I W C E H IBBBBBBWBBCBBBBBBBBEBBH I W C H E IBBBBBBBWBBCBBBBBH E I W C EH I W C H E I W C H E IBBBBBBBBWBBCBBBH E 4 R TX BX R BE TX R R BX 22258.54 22293.69 22328.85 22364.00 22399.15 22434.31 22469.46 22504.62 22539.77 22574.92 22610.08 22645.23 22680,38 22715.54 22750.69 22785.85 22821.00 22856.15 22891.31 22926.46 22961.62 22996.77 23031.92 23067.08 23102.23 23137.38 23172.54 23207.69 23242.85 23278.00 23313.15 23348.31 23383.46 23418.62 23453.77 23488.92 23524.08 23559.23 23594.38 23629.54 23664.69 23699.85 23735.00 23770.15 23805.31 23840.46 23875.62 23910.77 23945.92 23981.08 24016.23 24051.38 24086.54 24121.69 24156.85 24192.00 24227.15 24262.31 24297.46 I W C H E I W C H E I W C H E I WC H E I X H E IBBBBBBBBBBBBBXBBH E I C W HE I C W HE I C HX I C WE H I C WE H I C WE H I C WE H I C WE H I C WE H I C WE H I C W E H I C W E H I C W E H I C W E H I CW E H I CW E H I CW E H I WC E H I I WC E H I WC E H I WC E H I W C E H I W c EH IBBBBBBBBWBBCBBBBBBBHE I W C H E I W C H E I WC H E I WC H E I WC H E IBBBBBBBBBBBBXBBH E I C W HE I C W HE I c WEH I W C E H R R R R R BE R TX TX R R R R R R R R R R R R R R R R R R TX TX BX R R R R R BE TX TX TX TX 24332.62 , 24367.77 24402.92 1 W C HE R 24438.08 , 24473.23 I W C HE R 24508.38 24543.54 24578.69 , 24613.85 24649.00 I WC X R 24684.15 24719.31 I WC HE R 24754.46 24789.62 24824.77 I W e X R 24859.92 24895.08 24930.23 24965.38 25000.54 I WC X R 25035.69 25070.85 25106.00 25141.15 I W e X R 25176.31 I X X R 25211.46 1 We x R 25246.62 25281.77 25316.92 25352.08 25387.23 25422.38 1 WC X R 25457.54 25492.69 , 25527.85 1 WC EH R 25563.00 1 We x R 25598.15 25633.31 1 We X TX 25668.46 25703.62 25738.77 25773.92 I X E H R 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 25949.69 I C W E H R 25984.85 , 26020.00 26055.15 26090.31 26125.46 I C W E H R 26160.62 26195.77 , 26230.92 I C W E H TX 26266.08 26301.23 , 26336.38 26371.54 6 26406.69 I W C E H TX 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 1 N 0 T E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH 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 1 7 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 T3 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 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 TS 22344.001120.59 7 .035 TS 22600.001123.50 8 .030 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 R 23952.231139.33 12 .014 BE 23952.231139.33 6 TS 23952.501139.33 6 .035 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 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 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 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 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 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 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 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 CD 20 1 0 .00 8.50 106.00 2.00 2.00 .00 8530.0 .0 APPENDIX ms Federal Emergency Management Agency Washington, D.C. 20472 CERTIFIED MAIL RETURN RECEIPT REQUESTED The Honorable Nathan Simon Mayor, City of Fontana city Hall P.O. Boa 518 Fontana, California 92334 Dear Mayor Simon: Case No.: 88-09-35R RE: San Sevaine Channel Fontana, California This is in response to letters dated August 26 and October 14, 1988, from Mr. John C. Hogan, Sericr 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 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 EC EIV�thi11 Boulevard to Victoria Avenue, prepared by H&F ALLAN 0FORE�,'IAAN,report, entitled "San Sevaine/Etiwanda Channel Improvements, Octural Calculations," dated January 25, 1988, prepared by H&F Sw BECK Q OOLnLE r"I 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 proiect, 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 LOMR. 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, Jn . Matticks Chie , Risk Studies Division Federal Insurance Administration cc; Mr. Hugh H. Foreman, Jr., President HGF Mr. John C. Hogan, P.E. HGF 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. CO/ J c y Civil Engineering • Drainage — Flood Control • Special Studies 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. BfIF'`C; . MANN President BCM:sw Enclosure cc: Roger Hatch, Village of Heritage 1802 COMMERCENTER WEST - SUITE A • SAN BERNARDINO, CA 92408 0 (714) 885-4309 0 (714) 885-5418 Table V Unit Hydrograph Peak Flow Rate (cfs) 100 -Year Event (Nodes) Watershed Location Point Number 1983* 1986 UPPER ETIWANDA CREEK 2 3,077 4,821 3 5,287 7,385 4 - 7,996 7 - 8,114 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 - 85530 81 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 10- 24 AL a 11 U7 MR. 17 J�c 77 Ir 41. U7 MR. COMPUTER PROGRAM F0515P W S P G Water Surface and Pressure Gradient Hydraulic Analysis System USER MANUAL April 1979 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 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 flcw in any sequence. The program will also analyze natural river channels although the principle use of the program is intended for determining profiles in improved flood control systems. 3.1 General Program Description 3.2 Basic Theory The ccamutational procedure is based on solving Bernoulli's equation for -the total energy at each section and Manning's formula for friction loss between the sections in a reach. The open channel flew procedure utilizes the standard step method. Confluences and bridge piers are analyzed using pressure and m:,memtum 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 Ccmoutational Procedure 3.3.1 Input Preparation The channel or conduit system is initially subdivided into the foil wing elements: system. outlet, reach, transition, confluence (junction), bridge exit, bridge entrance, wail entrance (sudden contraction), wall exit (sudden e.Yparsicn), and system headworks. Each element is internally assigned a number. The input data must consist of a miniru_un of three elements (system outlet, system headwork and any other element) and is limited to a rraxi = of 200 elements. A greater number of elements will require a breakup into two or more systems. 1 3.3.2 Flow Rates 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 flow rate can be reduced by using a negative lateral Q, this reduction is intended to account for chanhel 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'pressure 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 M.annina'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 of .014. 3.3.5 Water Surface Controls Water surface controls at the downstream terminus (System Cutlet S.O.) 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. 2 The velocity head (HV) is computed using the mean 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 Stades The lower stage w.s. profile begins at the system headworks and ends at the system outlet. The computation I 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 elerrent. 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 ele-rmnt 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 commuted at that point on t1he 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 wail 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 4.1 Data Processing Svstern Description All programs are written in FORTAN IV, Compiled using the IBM FORTr?M H ccm iler executing on an IBM 370/158 using OS/VS2 MVS. The system requires the use of an input media (such as a card reader), te*rporary disk storage, and a printer. It is designed to run in batch mode. Required input to the system consists of: 1. Title information. 2. Cnanrel 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 syste*n 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. 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 Headwonks (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. Mie 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. Outlet (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 Headworiks (SH) . Note the element length is zero. 5.1.3 Svstemn Headworks (SH) (Refer to Figure 5-3) The system headwor.ks 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 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) 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 flaw enters frcm an element without piers into an eieirent with piers. A bridge entrance is considered to have a zero length 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. 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 frac 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. 11 l L 5.1.9 Wall Entrance (WE) (Refer to Figure 5-9) LThis element is used when there is a sudden ehange in the conduit section such as a headwall or an abrupt contraction. LThis 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. (Sze Hydraulic Handbooks for typical values). Element X-1 may be a SO, R, JX, or TS. Element X+l may be a Sid, R, JX, or TS. The section for element X+i cannot have piers, however, it can be an oven channel or closed conduit. The section Lfor 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 frcin L 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 ele.*nent X+1 may be an open cnanrel or closed conduit with or without piers. The section for L element X-1 may be an open channel or closed conduit 'however it cannot have piers. L E E E T's 131MIllm lot 4 VLAINJ b� VhUHLL k,'j IA. i-ee-U tVU I U:ti I A. DRWR No. 5 PLAN PROFILE (STA. 240+00 TO STA:. 252+,001 No. 6 PLAN a. PROFILE (STA. TO STA. 264+00" DRWG. FOOTHILL BLVD. RCS BY OTHERS INFORMATION ONLY, DRVJG. No.re DRWG. No. 8 ENLARGED PLAN WHITTRAM AVE. RCB DRWG. No. 9 ENLARGED PLAN ARROW ROUTE RCB No. 10 TRIPLE, 14XI4' RCB SECTION &', DETAILS DRWG. -L NS DRWG. No. I I TYPICAL CHANNEL SECTIONS 84 DETAIS, No. 12 WINGWALL DETAILS DRWG. -Ai S ONS & . . . . . . . . STRUCTURE. SEM DE' DRWG No. 13 TURNOUT DIVERSION 7 DRW(3. No. 14 MANHOLE STRUCTURE DETAILStk z Wcl N a 15 ENLARGED PLAN AX S.F RCD EF1 DRWG. No. 16 SHOOFLY SHORING DETAILS ALTERNATE (ST SHEET PILE) NG DETAILS ALTERNATE L� MEMO'S DRING. No. ;Go ISO L36 E R SHOOFLY SHORI PILE) - a DRVVG, No. 17 TRIPLE 18')( 14 RCS SECT ION DETAILS M a� DETAILS S. F DRWIG. No IS A -T SHOOFLY PLA DRk,'JG. No 19 T MP RARU4 E I R, J"i! 1. v� rz'� def y.: R N k TY a REFERENCES: GENERAL Nff OTES: ! F7 pdcsM M OM I CA C -M e "-,aL 'th� co m! <isr I--uc---r 10 A-% 1 1 D 411 r -V0 M, A010S, NSI S 0r- -BE AlF, I KIC-2S FW-T�41 -p/ Vi is' PAC.L= -rHe STAIII��W,0-11'1`zl-p--D 134--c- t-L P5L Vp AS l5A(>WAJ 0&1 P.M. -4417 0 'UFkc-�MO?1�31-= ggs SpEr—l-PIG—P IS4 q (59 0 Z:51 5::� 11 Er. i�-. C_oRNEIZ OF CULVE*z7 %�Au- Q -&TA p Na 141% PEMMaT Fro -M-1 TKO =51&7-4 f �M m"r-CININI-10 C141SUSl>'+ I' . § Ae,A-D WALL M E:-. COST EP- OF FOO- rA I LL a"lp, C—Als—r Cpuw-Ery l--LJD-0D COW 0L— b9ls7r-p-v',77-r couwlw, OF T -T - pj5ep Fr> Top ssT T-E:,m -p o P -A F3. M. ) -V 5G;F' GPEC(AL-PlZov(,Sio-LS For. AM.wrtol,,Ia�,L PR i SQED 14. LDCAIMO�IkE> 01=- 1>01�,OC- Z�, F \V1 0 L Aq--MA -rMs- COXITF-A\ -n it-jju?, 0 F, T 0F WAY MA,? FLOOD COQTMC;L Pi57rzic-r I -IAP 00 pe-kwlmc-f� lis Tc� I TE N11-3 TD 01,111 k T -n sf V A -r< 41��'JjjjiW, � ' ' ' 14ERTS— ZIFA—c"IcAM W14 0�--- T u 9 u ^Wl UCTI 0 NJ ,: r',- :,,: . :,.: -<, -, -- "I , ; : ;I 1. -- - - - -- - -- - , : _ _. .. _ ;:. - - - - --- -_ _ t `Iti±t v K... ', _ : 11- 1. V 2}: + �6 ��� ���®® X6 3 ad -00 8°®C I--������`��� F k f ���� rte® �r ��r�sr r �rr��rr�.r-�,�r/ 11 . .. j' ° N 1/4 COR. SE . 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Lb's ,♦R, — 1p ,'i �� <.�.� I ' fir f R I f t. ;.. e Y , rt-. 4- 1 I \ l .� _, ,,. i ,, k i �.., IMPRovEME T f _ , . i �,4 , :.11.1 a, N CD/��'TUGT I �� C/JT D� a� r ,; r , (.k, :, ., 1.5:I 5 ��L� ��Td2/E� �T . 2 - o w I± a ,,,:, C�orr�� ���,� 1 gr ,' wh r'i ,�) �,,�„ , �w t .a 1� i.5 1 G CHAIN LINK , , .'�, ,f :.. k D p� a , �o' ,ev sr1V11p, �� , -1.-f� /-51.d ftp s * " �- FENCE ON CHANNEL tx P �� NAT[�.p GRD. �. WA4.LS (TYP) E � SAN A I O � -- �, CITY of FONTANA IARC SAT DESCRIPTION BY � �� CONTROL DISTRICT 11 I 2 0' -- - -- �t I /� I - 2:i (TYP) APPROVED / ��v� 'j11 -�I, . E1-2o-�� �r ; I' t/moi-` WEST LEVEE 4` ! IMPROVEMENT _ ' �����I 4' DEEP CUT-OFF WALL ��ST LEVEE l\�1� - CITY ENGINEER, RCE 18932 DATE I. _ - ( -. , _ BILL MANN ��� �i 1�°7 -c .� �i�`�, DJ RECT CONC. 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CHAIN LINK FENCE- - -_ `>�� - ,•::.. _ ... � . p - CONSTfUCT �_ .- __ r PRIOR A,.0 NSRU TI f �• ® a c oFN1 t� m o - l!nr - _. ®� l� r t „ _ - �... .. _.__-. , .Gt G f - - - -. -- - �. r, �j :' 1B X RC.B. I _ � - Q ,: , °: v . w a 3r- 8 14; ______ ° PROTECT I N PL AC E v o wv j _- it HICKORY AVE. �`. �, :QJbl N �,, (SEE ENLARGED I - _�,-. ---- -- _ _ 16 @ _.."I I .,,. t� 1 _ _�// .. - _ _ --'----------- _ - - _ POWER __ _ p o L E S _ T o _ .- -.... .._-.� - --- - -_ _ ----- .. -� _- - -�11.1 PLA6 �R lG.15 :: I 1� o TURNAROUND AS / / T / '®£�� /�/ - I ----, --,.�.. .r , � ,: 1 - _ (11J, I DIRECTED BY ENGINEER diG f P� ATED , 7 a,. A /gyp' 9 �J �q'` ; ! f, Fi ✓ � �, /.may / per t •� _-- 'V._.., _ _.._ _ ., �,.,. .,er' 1�_- �(16� ((� L� -V R E L O C '° I C 'N8TRUCT Ott -T,, ,,CONC.11 *� �, _,__ I I .� N W 0 F/ T v � ..7 ,. o x © - '.: 3?__:• '- „`".'. f � . : < _ .A"t V u 3 . P �, C ANNEL TRAM .T N _ �� x�� -� l' 11 It QM .. �:1 ,� t ,( s.: , t - �j �` it y ,d? 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( {-+✓ Y F ,tYy °.s A Z 4 2 L,�, I �_ FCD R/W ( N 0() 04 00 E) - -N GOIUSTRUCT GROUTED ROCK r __- ______ -___,___, __---------I_._--- I h •, '=�, 20 cv Z I I INLET STRUCTURE & CONC _ - - _' --- - _ t ` s __ - - -- �° - I 0 WINGWALLS. (SEE ENLARGED i �� ��:, ., 0111. 9 i PLAT• & DETAILS ON DRWG, CONSTRUCT EARTH � #s a . E TErEG.RAPH POLE �z 8 a 12 ) I CHANNEL TRANSITION i � � � . �; ;= TO gE RELOCATED 0 1 11 - �- p ' ��� � R1. ----® I I I CONSTRUCT GROU�'ED ROCI .,."; 1 '� t --- `�., - SECTION AS SHOWN , ' .., i R/W __- BOTTOM CONTROLS BY 01'k�ERS ; ,;, ICP x i .. I (STA. 223 44 TO STA. 225 90) / fr.�� CONSTRUCT CONC. TURNOUT INSTAL 104L:.F OF I _ o __� __ _.!'' (SEE DETAIL ON D G.5) , ` �; (13509} DIVERSidN STRUCTURE (SEE 1' it , 48 RP(3000' D) i I_ DETAILS ON DRWG 13 8, 15) 6 I , , I I . i{ (SEE DETAILS ON - - CONSTRUCT RECTANGULAR CONC�dETE # ' � ;;, DRW . 15) CONSTRUCT RECTANG�I"L AR CHANNEL FROM STA, 218+07.47 TO _ Ir� i , 1. , CONC. CHANNEL TRANS. STA 221+46 „-' rt .r.,, , +,,a, 3 t, r" ,:.(`SEE TYPICAL CHANNEL v� v 1 9 i'I ;' I FROM STA. 217+47.41 TO SECTION THIS DRWG. 8� DETAILS ON , <_ ®g 1 ( , CONSTRICT CONC. .' I I s,.;,.�_ � s STA. 218-x•07.47 M I I - N _ , t ,,. , AN H 0 E STRUCTURE DRWG. ) � `i - - - ::. -.,_. � . : _ ' I I - 5 ;� GR 50 X , TURiVk R D x -- - _ :_: ._ .a (SEE DETAILS ON D R VVG. / - _ _ _.__ .1-- _ _-^ - _ _,__ __111.1_. __ _ - :_, ,, ::-:v„ fi _. SEE DE -- T 1, a :.: AS DIRECTED B THE ,' �. r ( AILS ON - - - - { __.__ _ . � I 11 & DR @,'I� G. 15 _ _ _--_ - .- •` '�."„�-__T_ - _ % �_- DRWo. ) . _ =� _ 1 INSTALL 900 L.F OF 6 FE -0 f` '.� : /' C01STRUCT RECT CONC. , ; ¢'.4TE.PE.� FCTi �°i� _ :- - - : 11 __i .. 1',+ a \1'`111" j _ ., INSTALL 184 L,E,+ I 1 ' 4 �` IInGH CHAIN LINK FENCE CHANNEL TRANSITION FROM :f �'�AT /�/' >..OS ���'EC' , - --- -�` I t '� {i N TOP 0 F GH A N. WALLS / , 8Y -Tf1F .E�d'//���',P '� ,._. -•---r. �, . _ _ ' ""_,_ rA �_,-, ° ' 48 RCP (13.50 p) 1111 ; Oi ,,r \ I STA. 221 46 - TO STA. 2Z2+0614s 1 N GRADE 50 BY 60 TURNAf�OUND BETWEEN (SEE DETAILS ON DRWG: t.8 4 ����® ., ,�F4 (SEE GETAP� ON N DR WG. 15 }11 . AS DIRECTED BY ENGINEER STA. 217 X4747 8s STA. &, QRVUG. II } KI 1-1 __ �Z: INSTALL ;163 _ OF 6 � `\ .: ,, � , FCD R'/W H GTACHA1LL 88 _ OF PG T / /� '� 2 1 u ,,, �. .,. I H LIN&C ENCE - a x ',.r i . HIGH CH N& ®� 3 , ` i s i Cil P�T!�/C - 1:7AIN LI FENCE Y , 1. P F �S _ _ . t� _..: m> _.._-IY �___�. _.__.. -... _.. _ v E/t ®V //., ALIS J/L _ i�� - - 1111. ) .. -. Q 5}A� 9 i % /, . - �x - me mmm _ _ _ _ _ __ _._.-..-._ ._ _ _ _ _ F., \ ;/1 �p,.�. ®® 0,�p I -EXIST. CONCRETE BLOCK WALL - , -41.11.11 c� I �, "` , U xa , TLE@@ AVE . 1 - . - i ., - " : r �Q I I i s , ; ., �.. W' � I o . -`-" -_ -_ �_ .- _-_ - 11_ 1___1 ._.._....__._ _.__-..-.-.__._, _ .__...._.__._._._ ----- _- --,__> 1_ 111- _..__-__'" y ',.+5 7. r� ra.; I CONSTRUCT 124 ± FEET OF STEEj., , ® ---- - --- - - __._. ,. _1__11_1._ .._ _- _ -);: ---- - ---- ---- --- -- 4 __ „ , I ! - SHEET =FILE SHORIN S fi11 i L ��� L.F. /G C .�'1 L1 ' � . :, ,; , �,, / / � I .Z_ i , ( .:_„ G ( EE ENL #AGED _ tS �L G �' // rS' 'y--.__ - _ .. -- � r yy . p _ 16 a I �ii/C �'C%ll ,�' i/Z,4 _ _ x t 1 DRWG. 16 FOR SHEET PILING F E /_.�'4� �'iT �9.9�� 1111 - `; �, - �,( 1 , _: s 1, "I Cs'4c _ WJY i' _. .�.. , - ,. 1111 :,ti'^:-."---._+,. - , ay. �'• A' t _ t f.. a O € , - TI ., TO � 2''©d,/ Hdt!t! 51,' D� . iil!!l7 �' I� i, w: t TIEBACK DETAILS) �' �G 5 ;: . , fH w ,_ , T,� O.Q`1� o�,�T �S/G % o i s ,I � T O a rF o- 90 o r;, 1 �.- F. � r ;`� 134.191-' 78` IMPROVEMENT 1521* I PLA �` k d �as X 2 ®1 C m 8E 0 , , ,„<' ',;. /-,-® ,gr" �G'�,s® /.J/,� :.>/G' 2i� ,-%, �� r ��SPLASH PAD FCQ R/lnf FCD R/W 0 ®° �0° � v �6_3-6REVISIONS ___ f I5 I 22 22 i5 C 1 TY OF FOIVTANAgj� = ° ° CARAT DESCRIPTIO�� �Y[ FLOOD �� �� r- 44 44 CONSTRUCT RCP OUTLET V �/ z% : STRUCTURE SPLASH PA _ `- - -- - - - - WEST LEVE i _ - - - - =- - - > l APPROVED f /" -5 , (SEE DETAILS ON DRWG !4I , E - -- - - - --_ - - I - � EAST LEVEE - EXIST I' " S SEVAI'� CHANNEL- I - 2: I 2 ; I I CITY ENGINEER, RCE 18932 DATE Ii ,1 '� GROUND . 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K -... 1111 .. t.. ::. -.. 1111 i'. _» .. €. .G � _ ; _ : , K?. . ,. .x , c 1111 -. , ., O ME M, 510 um I: CITY OF FONTANA MARK DATE DESCRIPTION BY FLOOD CONTROL DIISTRiCT APPROVED SAN SEVAME CHANNEL CITY ENGINEER, RCE 8932 DATE MANN ASSOCIATES OMMERCENTER WEST, SUITE "N' SAN BERNARDINO, CA. 92408 PROJECT ENGR. DRAWN BY DESIGNED BY PLAN 8; �PR OFLE (714) 005-4309 SUBMITTED BY: 7 W7 I EEKIRG DIV STA. 264+00 1; , R W, �_ STk 252+00 TO 14326 REC T c' 12/87 5K — lkL c. IPANN F4.C.E. v.IM0. DATE OkMMEKIDED BY: FIlLE NO. D z1also-Dam-92-m- R-pl --- T!; -Z h L(,;-&, J, DATIE F REF RWG. NO ESIGNED 0111 8 m ED Lqy Q M EF�T 1 '12/87 F APPR6 7 85--14. OnA%Vm BillrN. No 0 T A 0 L E W04 E E R P Jwf 'IMPROVEMENT -- CJRVE DATA %da 0� 7 150 Aw m"' wqmss 4 A�_ CITY OF FONTANA MARK DATE DESCRIPTION BY FLOOD CONTROL DIISTRiCT APPROVED SAN SEVAME CHANNEL CITY ENGINEER, RCE 8932 DATE MANN ASSOCIATES OMMERCENTER WEST, SUITE "N' SAN BERNARDINO, CA. 92408 PROJECT ENGR. DRAWN BY DESIGNED BY PLAN 8; �PR OFLE (714) 005-4309 SUBMITTED BY: 7 W7 I EEKIRG DIV STA. 264+00 1; , R W, �_ STk 252+00 TO 14326 REC T c' 12/87 5K — lkL c. IPANN F4.C.E. v.IM0. DATE OkMMEKIDED BY: FIlLE NO. D z1also-Dam-92-m- R-pl --- T!; -Z h L(,;-&, J, DATIE F REF RWG. NO ESIGNED 0111 8 m ED Lqy Q M EF�T 1 '12/87 F APPR6 7 85--14. OnA%Vm BillrN. No 0 T A 0 L E W04 E E R P Jwf 'IMPROVEMENT CJRVE DATA IF P POLE TO BE P-7, #ER 39 RELOCATED PRIOR 600 TO CONSTRUCTION 7 150 Aw 1 2:1 cEXIST A :E GRADE LEVEE AS DIRECTED By E ENGINEER 77777r 7777 j ZL`. CITY OF FONTANA MARK DATE DESCRIPTION BY FLOOD CONTROL DIISTRiCT APPROVED SAN SEVAME CHANNEL CITY ENGINEER, RCE 8932 DATE MANN ASSOCIATES OMMERCENTER WEST, SUITE "N' SAN BERNARDINO, CA. 92408 PROJECT ENGR. DRAWN BY DESIGNED BY PLAN 8; �PR OFLE (714) 005-4309 SUBMITTED BY: 7 W7 I EEKIRG DIV STA. 264+00 1; , R W, �_ STk 252+00 TO 14326 REC T c' 12/87 5K — lkL c. IPANN F4.C.E. v.IM0. DATE OkMMEKIDED BY: FIlLE NO. D z1also-Dam-92-m- R-pl --- T!; -Z h L(,;-&, J, DATIE F REF RWG. NO ESIGNED 0111 8 m ED Lqy Q M EF�T 1 '12/87 F APPR6 7 85--14. OnA%Vm BillrN. No 0 T A 0 L E W04 E E R P Jwf 'IMPROVEMENT CJRVE DATA IF P POLE TO BE P-7, #ER 39 RELOCATED PRIOR 600 TO CONSTRUCTION 7 150 Aw 1 2:1 cEXIST A :E GRADE LEVEE AS DIRECTED By E ENGINEER 12 y 2:1 IMPROVEMENT (N e 04 ob"t - -- - ------ 7 260-t-00 CONSTRUCT GROUTED ROCK 0 BOTTOM CONTROL AT 50d O.C. („EE DETAIL ON DRWG. 5 c\l co T, t7A� R c\j Ow R/W IVU) F -T A A, 12:1 2:1 ol 7- :AST LEVEE --7GRADE LEVEE AS,/ 6' 111411 hilIr 11�4flee c\j DIRECTED BY THE ENGINEER -_ - - -------- ii R I; if av F (lr')NlQTDllrT r7ADT4J CITY OF FONTANA MARK DATE DESCRIPTION BY FLOOD CONTROL DIISTRiCT APPROVED SAN SEVAME CHANNEL CITY ENGINEER, RCE 8932 DATE MANN ASSOCIATES OMMERCENTER WEST, SUITE "N' SAN BERNARDINO, CA. 92408 PROJECT ENGR. DRAWN BY DESIGNED BY PLAN 8; �PR OFLE (714) 005-4309 SUBMITTED BY: 7 W7 I EEKIRG DIV STA. 264+00 1; , R W, �_ STk 252+00 TO 14326 REC T c' 12/87 5K — lkL c. IPANN F4.C.E. v.IM0. DATE OkMMEKIDED BY: FIlLE NO. D z1also-Dam-92-m- R-pl --- T!; -Z h L(,;-&, J, DATIE F REF RWG. NO ESIGNED 0111 8 m ED Lqy Q M EF�T 1 '12/87 F APPR6 7 85--14. OnA%Vm BillrN. No 0 T A 0 L E W04 E E R P Jwf =;r S ®S m .^ S = 0.2.5°!a S=0.25%.. r` : GROUTED ROC -K. OUTLET PAD ? �� BY OTHERS 1177.91 FL. U TA:264t77± _ BILE 20 5O UNGROUTED R0CG� - ' PAD BY OTSIERS�@ M I vn Ill, ®8 70' VERT. __.--- 64+ 0 2_65+00 266 00 ��7 P 1 Iter u +00 268+00 26��0® 18 CMP — 5 C.C.(SPACING) CIS 4 { .STA. 2:64+28�' END POWER POLES TO bE RELOCATED 9 UNDER WINGlR4ALL TION ,•'� 'A'-:; �: CONSTRUCTION U PRIOR TO CONSTRUE - :.• i \ THIS CONTRACTCONCRETE; - B - BY OTHERS G //x w L'f/,�141 G �iY/t EXIST ° k } 1 ~- --- ---- - - :. 2 12� X 12� RC N _ j �� CULVERTA. BY OTHERS PROPOSED 2-{2X12 RCE -- —I PROTECT I N P,L E) J BY OTHERS ` '�'T�LL /� ��L . l ,�'/r/E G,9 TTS'• �d'�'� �c/'i' 'TAA. 3 - STA. 264-1-00 UNGROUTED 10 GROUTED ROCS( i 'n �v ROCK BY OTHERS q �" MEET EXIST' END CHANNEL s INVERT BY OTHERS z 2' 2' GROUND ( IMPROVEMEf�T)GROUTED Si R/ - — - _- W } �. ____._ 20 _. 5Ci_ MEET �(� o ® N N ROCK -`-t B EXIST - - BYO HERS GRD. ! �� E6 bU _1.YIL_ _. __� ��N C -C F- --- -- ° I . N.TS. CL EAST AVE. I . , Im IMPROVEMENT ( SPACING SECTMN 30 '\ ST R/W 9 - 5` (TYP) NTS. STA. 264-00 END _ 3 w,� F - - - _. _ , ; CHANNEL INVER 1 O { �0 2.1 , c,' .. _ . -- 18 CMS' 12GA. FILLED WITH 3000 PSI CONC. O �\ k _ ® t SED 2-12'X 12' RCB /'BY OTHERS r 0 � 0 SPACING OUTLET STRUCTURE O OP OPflTOEOF SLOPE 0 GL IMPROVEMENT ROGC O 18 O.C.(TYF) ENERGY DISSIPATO�S O 0� D D (FUTURE) I�2 BY OTHERS O� . �I O a (ply `- ANCHOR 0 TYP1CAL BAR I,. o I �- � I3"CMP (TY TREES TO BE O ® EE DETAIL "A OREMO fN0DHERS TOTAL OF44 O P, g \\ I -- 0 O d 1 , n _ FUTURE FCD RIS A' ENERGY DISSWATOR DETAIL Ck 9LEEX AVE`'� T S. 4 � PROPOS-cm- 2- RO OS'Et = ( `�•, 2 - 12 X B' R C-1 - . �M -1 STORM DRAIN .�Y OTHERS fi.S T. R / Utf � 1.5:1 / -- - - - - a SGL /G .�L. �',�/Ug I ' o - - - - \ SEE DETAIL A , PLAN GATE .��,P—cIi silo �/ 1.5 : 1 = 20 45Q PRO -POS 2-12 X 8 55� FOR ENERGY DISSIPATOR Q/ \ NOT ENERGY HOWN SIPATORS B 3 STORM DRAIN BY u _ OTHERS J�t I CONCRETE WINGfl1ALL; _ - BY OTHERS 60':tFOOTHILL _ FOOTHILL BLVD A t99 BLVD. { I' a 2 �' SECTION_ Bmf _ R/W I ® 1 44' 36' _ ��� a NTS. REVISIONS SAN BERNARDINO COUNTY i 1 Ii / CITY OF FONT4NA f - - _ MARS DATE DEscRIPTI®N BY FLOOD CONTROL DISTRICT O ®�� .�` S�R�D�T��E ANERGY ®ISSII�ATOR Ali ������� � L�®, IN 60 60NOT PART OF THIS CONTRACT} APPROVED f -20w SAN SEMNE CHANNEL CITY ENGIINEER,RCE 18932 DATE PLA f; �� a PILL MANN ASSOCIATES �o o� � 8 0 1814 COMMERCENTER 'NEST SUITE A SAN BERNARDINO, CA. 92408 PROJECT ENGR. DRAWN BY DESIGN D BY CLAN PROFILE (714) 085-4309 FOOTHILL BLVD. ROP BY OTHEP L ><A SUBMITTED EY: ., r ?-3r �� �14326 1/12/87 CHIEF, ENGINEERINU ®I�l1�1® FOR INFORMATION OI�IL�i 1 RECOMIMENDED BY: S � aA � �t `- 25 LL C. MANN Q.C.E. N®. DATE END w PROPOSED FOOTHILL. BLVD. �� I % �I CCC CA�T�CI DATE FB. REF FILE NO. DRWG. NO : F _- -.- m _. z= CONSTRUCTION ION UNDER RCB CROSSING BY OTHERS RR FF ,.. DESIGNED BY � � —._ CHECKED BY � � APPROVED B u � 6 OF � I 9 r �5-64 I/12/�7 , A CTGI�� ��� ��IT��Im ENGINEER DRAWN BY �®� N® — � , .:...._ .. — _ ._.:..:__' _ _ _..._ .. :+ter... ......`-".:'_'^..—•..._.^_T—iZ..=+=5...,._.... .^�- ..'.—.__.,—_. .. - r I III _ 9 . f h ?� !, v }I k f a � " { I r' _ , ---