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Home My WebLink AboutHydrologyInterimDetentionBasin(Nov.13,1996) I : d II, HYDROLOGY AND HYDRAULKCS REPORT ! Paloma Del Sol INTERIM DETENTION BASIN IN TRACT. 24182 . PREPARED FOR: Newland Associates . PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 i ! PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 ~ I [I] NOVEMBER 1996 IN 30764.000 , r I : , I . I. . I t ~< \ ./ - ~ .7 J::." Jl I Letter Of Transmittal KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, CA 92553-9024 (909) 653-0234 fax (909) 653-5308 HFrl=l\!ED NOV 15 1996 CITY U;'I tlVitCULA ENGINEERING DEPARTMENT CITY OF TEMECULA 43174 BUSINESS PARK DR. TEMECULA, CA. 92590 RE: PALOMA DEL SOL TRACT 24182 INTERIM DETENTION BASIN To: Date: 14-NOV-96 Job Number: 30764.000 Attention: MR. RON PARKS, P.E. WE ARE SENDING YOU: (Xl Attached ( ) Under separate cover Via CAL-OVERNIGHT Copies Date No. Description 2 1 MASS GRADING PLAN (BLUEPRINTS, 7 SHEETS) HYDROLOGY AND HYDRAULICS REPORT THESE ARE TRANSMITTED as checked below: (Xl For approval ( ) For your use ( ) As requested (Xl For review and comment ( ) Other REMARKS: COPY OF THE HYDROLOGY AND HYDRAULICS REPORT IS BEING SUBMITTED TO THE FLOOD CONTROL FOR REVIEW AND COMMENT. S~~~4t DAVID L.W. SHEN, P.E. COpy TO: DEAN MEYER - VIA FAX Addressee Copy 1/ I I I I I I I I I I 'I I I I I I I, I J TABLE OF CONTENTS EXECUTIVE SUMMARY PAGE NO 1 LIST OF TABLES "A" SUMMARY OF ANALYSIS "."."."....."."".."..".".."."..""".."""".""""" 4 "B" VOLUME CALCULATIONS FOR "EXISTING BASIN" .".."..""".""..."".. 5 "C" VOLUME CALCULATIONS FOR PROPOSED INTERIM BASIN ..".."...... 6 "0" STAGE-DISCHARGE TABLE FOR "EXISTING BASIN" ......................... 7 "E" FLOWS OVER ROADWAY CALCULATIONS """"....""""".""."""""." 8 "F" STAGE-DISCHARGE TABLE FOR PROPOSED INTERIM BASIN .....".... 9 "G" ST AGE-DISCHARGE TABLE FOR "EXISTING BASIN" USING CRlTICAL DEPTH PLUS VELOCITY HEAD FOR ESTIMATION """........................ 10 "H" FLOWS OVER ROADWAY CALCULATIONS USING CRlTICAL DEPTH... 11 "Ill CRITICAL DEPTH CALCULATIONS SUMMARy......................................... 12 EXHIBITS "A" LOCATION MAP "B" HYDROLOGY MAP "C" SOILS MAP (BACHELOR MTN. AND PECHANGA) "0" OFFSITE "BASIN" TOPOGRAPHlC MAP "E" INTERIM DETENTION BASIN PLAN (SHEETS 4 THROUGH 7 OF 7) "F" ROADWAY "WEIR" PROFILE APPENDIX "A" UNlT HYDROGRAPH CALCULATIONS FOR OFFSITE AREA BASIN 1 100- YEAR 3-HOUR ......................................... ............. ....".. ..... .".. .... ..... ... 27 100- YEAR 6-HOUR .....""""."""...........""....".."."..".".""""....."............. 31 100- YEAR 24-HOUR ..."..........."................... ..................................... .... ...... 35 3 I I I I I I I I I I I I I I I I I, I I "B" "e" "D" "Ell IIF" "G" "R" lIr "J" ilK" ilL" "MIt IINII TABLE OF CONTENTS - CONTINUED UNlT HYDROGRAPH CALCULATIONS FOR ONSITE AREA 100- YEAR 3-HOUR .................................................... ................................ 100- YEAR 6-HOUR .................................................................................... 100- YEAR 24-HOUR .................................................................................... ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100- YEAR 3-HOUR .................................................. ........... ..................... ... COMBINE HYDROGRAPHSIROUTING CALCULATIONS FOR ONSITE AND OFFSITE FLOW AT POINT 2 - 100-YEAR 3-HOUR ............................ ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100- YEAR 6-HOUR .................. ......... ... ... ................. ................... ........ ....... COMBINE HYDROGRAPHSIROUTING CALCULATIONS FOR ONSITE AND OFFSITEFLOW AT POINT 2 - 100-YEAR6-HOUR ............................ ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100- YEAR 24-HOUR ................................... ... .... .... ........... .... ........ .... .... .... ... COMBINE HYDROGRAPHSIROUTING CALCULATIONS FOR ONSITE AND OFFSITE FLOW AT POINT 2 - 100-YEAR 24-HOUR .......................... WSPG CALCULATIONS - LEFT PIPE OF DOUBLE 120" C.I.P.P. ............. WSPG CALCULATIONS - 72" STUB-OUT WSPG CALCULATIONS - 36" STUB-OUT WSPG CALCULATIONS - 84" STUB-OUT SPLIT FLOW ANALYSIS USING HEC-2 ...................................................... EMERGENCY ESCAPE CALCULATIONS ....... ... .... ... .... .... .... .... .... .... ..... ..... 11 41 44 47 52 56 61 66 72 77 84 147 214 264 292 319 ~ I I I I 'I I I I I I I I I I I I I I I REFERENCE PLANS "Assessment District No. 159 Storm Drain Plans, Butterfield Stage Road & De Portola Road East", Project No. 7-0-410, Drawing No. 7-183, 11 sheets, rev. 11/3/93. "Assessment District No. 159, Apis Road & Mahlon Vail Circle (Future Streets), Storm Drain Plans", Project Nos. 7-0-048 & 7-0-049, Drawing No. 7-233, 5 sheets, dated 9/26/94. "Assessment District No. 159, State Route 79 South, Storm Drain Plans, Line "M" & "S" Stage II", Project Nos. 7-0-048 & 7-0-049, Drawing No. 7-245, 5 sheets, dated 12/14/95. "County of Riverside Street Improvement Plans, Assessment District No. 159, Butterfield Stage Road Phase I", W.O. Nos. 73-5009 & 68-8742, 22 sheets, "As-Built" dated 11110/94. "Highway 79 South", Caltrans Dist. 08, County Riv, Route 79, Post Miles 16.0/19.8, Contract No. 350504, 122 sheets, dated 217/96. iii ~ I I I I I I I I I I I I I I I I I I I EXECUTIVE SUMMARY This study is performed pursuant to Riverside County Flood Control and Water Conservation District's letter dated September 23, 1996. This letter identified large offsite flows from the east side of the project, tributary to the northeast comer of the intersection of Butterfield Stage Road and State Highway 79. It is our understanding that the Assessment District 159 had planned to construct an interceptor channel along the District's eastern boundary line to cut off this flow. The Paloma Del Sol project has been designed with the assumption that this channel is in place. Presently there is money for the design of said channel, but the construction funds has not been allocated. Keith International, Inc. has been authorized by Newland Associates to review the existing flooding condition and has developed a conceptual drainage plan to mitigate the flooding so that development of Paloma Del Sol can proceed with minimal impact. The proposed plan will provide protection to the developed sites within the project from flood hazard resulting from a 100-year flood. This flood protection will be provided in such a manner as to avoid any significant adverse impact to other properties, including downstream properties. The proposed plan will also assure that proposed construction within Paloma Del Sol does not exacerbate existing conditions upstream of the project. Subsequent to cursory review of preliminary hydrology and hydraulics calculations by the Flood Control District, and agreement by the City to use the interim detention basin as an alternative until the interceptor channel gets built by the A.D. 159, Keith International prepared the construction plans for the interim detention basin. This final report provides supporting calculations for the detention basin plan, and includes the follwing: . Hydrology calculations for the off site watershed area that impacts Tract 24182, under existing condition, for the 100 year 3-, 6- and 24-hour. . Hydraulics calculations to determine the capacity of the existing 72" and 36" stub-outs that connect to the existing double 120" C.I.P.P. in Butterfield Stage Road. . Routing calculations for flows leaving the "existing basin" formed by the construction of Butterfield Stage Road and State Highway 79. . Computation of the amount of flows that will overtop the roadway, Butterfield Stage Road and State Highway 79, including the approximate split between said two streets. . Combining of the off site flows crossing Butterfield Stage Road and onsite flows reaching Tract 24182. . Routing of flows at the interim detention basin located at the southeast comer of Tract 24182. 1 L I I I I I I , I I I I I I I I I I I I I The analysis reviews the off site watershed area in its existing condition only. It is noted that this area falls within the Santa Margarita River Basin and will be subject to providing a detention basin system so that no increase in runoff will result with any development. In the event that a detention basin system is not required, it is anticipated that the off site area development will include in its plan to provide drainage improvements so as not to further impact the adverse flooding condition at the intersection of Butterfield Stage Road and State Highway 79. Methodology used for this study follows the procedure contained in the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April 1978. Since watershed area is larger than 500 acres, the synthetic unit hydrograph method was used~ -Printout for these hydrographs and routing calculations are included under Appendices A through H. The 100 year 3- and 6-hour point rainfall values shown on the isohyetal maps varies substantially from the recording station data. Based on discussions with Flood Control staff, it was decided to use 6" for the 24-hour duration and to utilize ratios to determine the 3- and 6-hour values. The following ratios and rainfall values were used: Duration 3-hour 6-hour 24-hour Point Rainfall 2.28" 3.42" 6.00" Ratio to 24-hour rainfall value 0.38 0.57 The soils group information was taken from the Hydrology Manual. Copy of the soils group map is attached as Exhibit "C". The stage-discharge rating hydraulics calculations for the 72" and 36" were performed using the Los Angeles County Water Surface Pressure Gradient (WSPG) program. Results are summarized in Table "D". It should be noted that the 36" is "inlet control" for the range of flows analyzed, and the 72" is "inlet control" for flows less than about 205 cfs.. Detailed supporting calculations are attached under Appendices I, J and K. The stage-discharge rating for flow over the roadway was done using the weir formula, with C=2.80. The split of flows between Butterfield Stage Road and State Highway 79 was prorated based on flow area. Results of these calculations are tabulated in Table "E". The stage-discharge rating for flow over the roadway was also checked against using the critical depth plus velocity head. Results show that for the same depth a lower discharge is obtained by using the "critical" in lieu of the "weir formula". This will cause more flows to escape through the 72" and 36" stub-outs and allow less flow to cross over the road. Therefore, the more conservative results using the weir formula were used to complete the analysis. Results of the critical depth calculations are summarized in Tables "G", "H" and "I". The stage-discharge rating calculations for the interim detention basin outlet were also done using W.S.P.G. program. It was assumed that the flows entering through the laterals remain constant. Results are summarized in Table "F", with the supporting calculations in Appendix 1. 2 '\ I I I I I I I I I I I I I I I I I I I Volume calculations for the off site "existing basin", located at the northeast intersection of Butterfield Stage Road and State Highway 79, were done using R.C.F.C.& W.C.D.'s Topographic Map dated 1982. Field inspection indicated that this area has not changed substantially from that date. Copy of this topographic map is attached as Exhibit "0". Construction plans for the proposed interim detention basin is included as Exhibit "E". These plans include the proposed stockpiles at the north side of the basin. It is anticipated that upon design and construction of a permanent drainage facility by Assessment District 159, the interim basin will no longer be needed, and the stockpiles will be used to fill the basin and achieve the grades per the approved Tentative Tract Map 24182. A split flow analysis using HEC-2 was performed to check if all flows will enter Tract 24182 after crossing Butterfield Stage Road. It should be noted that this is not a good model for the flow condition, but would be a more conservative approach. Results show that most stormwater will enter Tract 24182 just west of the intersection (near Cross-section 985). (See Appendix M). The emergency escape for the detention basin is located at approximately 680' west of Butterfield Stage Road on State Highway 79. If the 84" outlet pipe is completely plugged up, the 1 00 year flow will exit through the emergency escape with a water surface elevation of approximately 1109.3. The 1000 year flowrate was approximated using a factor of 1.45 times the 100 year flowrate, and its water surface elevation at the emergency escape is approximately 1109.7. (See Appendix N). Results of the analysis show that an interim detention .\Jasin as proposed will adequately protect the project and downstream properties from this off site flow during a 100 year storm event. Key outputs from the analysis, such as peak runoff, maximum water depth, etc. are summarized in Table "A". 3 'b I I I I I I I I I I I I I I I I I I I TABLE "A" SUMMARY OF ANALYSIS 100 YEAR STORM Duration 3-HR 6.HR 24-HR Peak Q from Basin I (c.f.s.) 1907.9 2060.4 1129.0 Peak Outflow at Pt. 1 (c.f.s.) 1897.6 2042.4 1117.0 Max. Stage at Pt. 1 (ft.) 7.2 7.3 6.8 Max. W.S. Elevation at Pt. 1 1114.2 1114.3 1113.8 Max. Vol. detained at Pt. 1 (ac.ft.) 51.0 52.1 43.9 Peak Q over Butterfield Stage Road (c.f.s.) 1395.4 1495.3 763.4 Max. Depth Crossing Butterfield Stage Road (ft.) 1.9 2.0 1.5 Peak Q over S.H. 79 (c.f.s.) 221.0 263.3 82.4 Max. Depth Crossing S.H. 79 (ft.) 0.9 1.0 0.5 Peak Q from On-Site (c.f.s.) 258.7 253.6 103.7 Combined Peak Q from Onsite and Offsite (c.f.s.) 1432.7 1527.1 830.9 Peak Outflow at Pt. 2 (c.f.s.) 504.4 539.5 511.2 Max. Stage at Pt. 2 (ft.) 15.0 17.0 15.4 Max. W.S. Elevation at Pt. 2 1105.0 1107.0 1105.4 Max. Vol. detained at Pt. 2 (ac.ft.) 97.6 129.6 103.8 Max. height difference above S.H. 79 at RIW (ft.) 3.2 5.2 3.6 Note: Above analvsis uses existinG condition for the offsite "Basin 1". 11/12/96 PALOHYD.XLS, summ ~ 1 I I I I I I I I I I I I I I I I I I I TABLE "B" VOLUME CALCULATION FOR EXISTING "BASIN" EAST OF BUTTERFIELD STAGE ROAD ELEVATION BASIN SURFACE INCR. INCR. ACCUM. DEPTH AREA DEPTH VOLUME VOLUME (FT.) (AC.) (FT.) (AC.-FT.) (AC.-FT.) 1107.0 0.0 0.00 1.00 0.18 1108.0 1.0 0.55 0.18 0.50 0.54 1108.50 1.5 1.71 0.72 0.50 1.13 1109.00 2.0 2.86 1.85 0.50 1.71 1109.50 2.5 4.02 3.56 0.50 2.29 1110.00 3.0 5.18 5.86 0.50 2.87 1110.50 3.5 6.33 8.73 0.50 3.45 1111.00 4.0 7.49 12.18 0.50 4.03 1111.50 4.5 8.64 16.21 0.50 4.61 1112.0 5.0 9.80 20.81 0.50 5.32 1112.50 5.5 11.50 26.13 0.50 6.17 1113.00 6.0 13.20 32.30 0.50 7.02 1113.50 6.5 14.90 39.32 0.50 7.87 1114.0 7.0 16.60 47.20 0.50 8.64 1114.50 7.5 17.95 55.83 0.50 9.31 1115.00 8.0 19.30 65.14 0.50 9.99 1115.50 8.5 20.65 75.13 0.50 10.66 1116.0 9.0 22.00 85.79 1 0/29/96 PALOHYD.XLS, vol s ",,0 I. I I I I I I I I I I I I I I I I I I TABLE "C" VOLUME CALCULATION FOR PROPOSED DETENTION BASIN ON-SITE IN SE CORNER OF TRACT 24182 ELEVATION BASIN SURFACE INCR. INCR. ACCUM. DEPTH AREA DEPTH VOLUME VOLUME . (FT.) (AC.) (FT.) (AC.-FT.) (AC.-FT.) 1090.1 0.0 0.00 4.87 5.50 1095.0 4.9 3.39 5.50 5.00 30.40 1100.00 9.9 9.25 35.90 5.00 59.51 1105.00 14.9 14.77 95.42 3.00 49.19 1108.00 17.9 18.08 144.61 2.00 36.91 1110.00 19.9 18.83 181.52 11/8/96 PALOHYD.xLS, vol2 {p ~ II I I I I I I I I I I I I I I I I I I TABLE "0" STAGE. DISCHARGE TABLE FOR EXISTING "BASIN" EAST OF BUTTERFIELD STAGE ROAD ELEVATION BASIN 72" RCP 36" RCP ROADWAY TOTAL DEPTH OUTFLOW OUTFLOW WEIR CAPACITY (FT.) (C.F.S.) (C.F.S.) (C.F.S.) (C.F.S.) 1107.0 0.0 0 0 0 0 1108.0 1.0 7 0 0 7 1108.5 1.5 16 0 0 16 1109.0 2.0 28 0 0 28 1109.5 2.5 43 0 0 43 1110.0 3.0 60 0 0 60 1110.5 3.5 82 1 0 83 1111.0 4.0 104 5 0 109 1111.5 4.5 130 11 0 141 1112.0 5.0 157 19 0 176 1112.5 5.5 182 27 5 214 1113.0 6.0 205 36 98 339 1113.5 6.5 220 44 442 706 1114.0 7.0 225 51 1,133 1,409 1114.5 7.5 232 57 2.239 2.528 1115.0 8.0 238 63 4.286 4,587 1115.5 8.5 245 69 7.133 7,447 10/29/96 PALOHYD.XLS, flow 1 ,,~ I I . I I I I I I I I m I I II I I I I I TABLE "E" FLOW OVER ROADWAY CALCULATION AT HIGHWAY 79/ BUTTERFIELD STAGE ROAD AREA AREA % AREA Q= POR. Q POR.a BUT.STG. S.H.79 BUT.STG. ELEV. HEIGHT (H) LENGTH (L) 2.a*(U2)*H^1.5 IN BUTT. IN S.H. 79 (S.F.) (S.F.) (FT.) (FT.) (C.F.S.) (C.F .S.) (C.F.S.) 0.0 0.0 1112.4 0.1 20.0 0.9 0.9 0.0 8.09 100.00% 1112.5 0.2 37.5 4.7 4.7 0.0 16.19 100.00% 1112.6 0.3 55.0 12.7 12.7 0.0 24.28 100.00% 1112.7 0.4 70.0 24.8 24.8 0.0 32.37 100.00% 1112.8 0.5 85.0 42.1 42.1 0.0 40.47 100.00% 1112.9 0.6 102.5 66.7 66.7 0.0 48.56 100.00% 1113.0 0.7 120.0 98.4 98.4 0.0 56.65 100.00% 1113.1 0.8 137.5 137.7 137.7 0.0 64.74 100.00% 1113.2 0.9 155.0 185.3 185.3 0.0 72.84 100.00% 1113.3 1.0 182.5 255.5 255.5 0.0 80.9 0.0 100.00% 1113.4 1.1 210.0 339.2 333.7 5.5 114.4 1.9 98.38% 1113.5 1.2 240.0 441.7 420.2 21.5 138.07 7.05 95.14% 1113.6 1.3 270.0 560.3 520.9 39.4 161.74 12.22 92.98% 1113.7 1.4 295.0 684.1 625.5 58.7 185.41 17.39 91.43% 1113.8 1.5 320.0 823.0 742.9 80.2 209.08 22.56 90.26% 1113.9 1.6 342.5 970.4 867.1 103.3 232.75 27.73 89.35% 1114.0 1.7 365.0 1,132.6 1003.8 128.8 256.42 32.90 88.63% 1114.1 1.8 385.0 1,301.7 1145.9 155.8 280.1 38.1 88.03% 1114.2 1.9 405.0 1,485.0 1282.0 202.9 315.69 49.97 86.33% 1114.3 2.0 427.5 1,692.8 1439.3 253.5 351.29 61.87 85.03% 1114.4 2.1 450.0 1,917.2 1610.2 307.0 386.9 73.8 83.99% 1114.5 2.2 490.0 2,238.5 1827.4 411.1 435.49 97.97 81.63% 1114.6 2.3 530.0 2,588.2 2066.6 521.6 484.09 122.17 79.85% 1114.7 2.4 570.0 2,967.0 2327.5 639.5 532.69 146.37 78.45% 1114.8 2.5 610.0 3,375.7 2609.9 765.8 581.29 170.57 77.31% 1114.9 2.6 650.0 3,815.1 2914.0 901.0 629.89 194.77 76.38% 1115.0 2.7 690.0 4,285.7 3240.0 1045.7 678.49 218.97 75.60% 1115.1 2.8 730.0 4,788.4 3588.3 1200.1 727.09 243.17 74.94% 1115.2 2.9 770.0 5,323.7 3959.1 1364.6 775.69 267.37 74.37% 1115.3 3.0 810.0 5,892.4 4352.8 1539.7 824.29 291,57 73.87% 1115.4 3.1 850.0 6,495.2 4769.7 1725.5 872.9 315.8 73.43% 1115.5 3.2 890.0 7,132.5 5210.3 1922.3 921.49 339.97 73.05% 1 0/29/96 PALOHYD.xLS, weir s 't~ 1m I I I I I I I I I I I I I I I I I I 1 0/29/96 PALOHYDXLS, f1ow2 TABLE "F" STAGE - DISCHARGE TABLE FOR INTERIM DETENTION BASIN IN TRACT 24182 ELEVATION BASIN 84" RCP DEPTH OUTFLOW (FT.) (C.F.S.) 1090.1 0.0 0 1095.0 4.9 162 1100.0 9.9 417 1105.0 14.9 502 1110.0 19.9 592 '1 ~~ ,I . I I I I I I I I I I I I I I I I I TABLE "G" STAGE - DISCHARGE TABLE FOR EXISTING "BASIN" EAST OF BUTTERFIELD STAGE ROAD ELEVATION BASIN 72" RCP 36" RCP ROADWAY TOTAL DEPTH OUTFLOW OUTFLOW WEIR" CAPACITY (FT.) (C.F.S.) (C.F.S.) (C.F.S.) (C.F.S.) 1107.0 0.0 0 0 0 0 1108.0 1.0 7 0 0 7 1108.5 1.5 16 0 0 16 1109.0 2.0 28 0 0 28 1109.5 2.5 43 0 0 43 1110.0 3.0 60 0 0 60 1110.5 3.5 82 1 0 83 1111.0 4.0 104 5 0 109 1111.5 4.5 130 11 0 141 1112.0 5.0 157 19 0 176 1112.5 5.5 182 27 11 220 1113.0 6.0 205 36 86 327 1113.5 6.5 220 44 320 584 1114.0 7.0 225 51 813 1,089 1114.5 7.5 232 57 1.688 1,977 1115.0 8.0 238 63 3.012 3,313 1115.5 8.5 245 69 4,475 4,789 " Usina critical deDlh olus velocitv head to estimate amount of flow over the roadwav. 11/11/96 PALOHYDXLS, f1ow_Cf 10 \? I . I I I i I I I I I I I I I I I I I I TABLE "H" FLOW OVER ROADWAY CALCULATION AT HIGHWAY 79/ BUTTERFIELD STAGE ROAD USING CRITICAL DEPTH POR.O POR. 0 AREA AREA % AREA ELEV. HEIGHT (H) FLOWRATE (0) IN BUTT. IN S.H. 79 BUT.STG. S.H.79 BUT.STG. (FT.) (C.F.S.) (C.F.S.) (C.F.S.) (S.F.) (S.F.) 1112.3 0.0 0.0 0.00 0.00 1112.4 0.1 5.7 5.7 0.0 8.09 0.00 100.00% 1112.5 0.2 10.9 10.9 0.0 16.19 0.00 100.00% 1112.6 0.3 16.2 16.2 0.0 24.28 0.00 100.00% 1112.7 0.4 21.4 21.4 0.0 32.37 0.00 100.00% 1112.8 0.5 38.6 38.6 0.0 40.47 0.00 100.00% 1112.9 0.6 58.4 58.4 0.0 48.56 0.00 100.00% 1113.0 0.7 86.1 86.1 0.0 56.65 0.00 100.00% 1113.1 0.8 118.7 118.7 0.0 64.74 0.00 100.00% 1113.2 0.9 160.4 160.4 0.0 72.84 0.00 100.00% 1113.3 1.0 202.1 202.1 0.0 80.93 0.00 100.00% 1113.4 1.1 259.5 255.3 4.2 114.40 1.88 98.38% 1113.5 1.2 319.9 304.4 15.5 138.07 7.05 95.14% 1113.6 1.3 393.5 365.9 27.6 161.74 12.22 92.98% 1113.7 1.4 478.1 437.1 41.0 185.41 17.39 91.43% 1113.8 1.5 575.9 519.8 56.1 209.08 22.56 90.26% 1113.9 1.6 687.2 614.1 73.2 232.75 27.73 89.35% 1114.0 1.7 813.2 720.8 92.5 256.42 32.90 88.63% 1114.1 1.8 957.0 842.5 114.5 280.09 38.07 88.03% 1114.2 1.9 1114.2 962.0 152.3 315.69 49.97 86.33% 1114.3 2.0 1287.5 1094.7 192.8 351 .29 61.87 85.03% 1114.4 2.1 1478.1 1241.4 236.7 386.89 73.77 83.99% 1114.5 2.2 1687.9 1377.9 310.0 435.49 97.97 81.63% 1114.6 2.3 1917.2 1530.8 386.3 484.09 122.17 79.85% 1114.7 2.4 2169.3 1701.7 467.6 532.69 146.37 78.45% 1114.8 2.5 2435.3 1882.8 552.5 581.29 170.57 77.31% 1114.9 2.6 2729.4 2084.8 644.6 629.89 194.77 76.38% 1115.0 2.7 3035.0 2294.5 740.5 678.49 218.97 75.60% 1115.1 2.8 3340.6 2503.4 837.2 727.09 243.17 74.94% 1115.2 2.9 3646.2 2711.6 934.7 775.69 267.37 74.37% 1115.3 3.0 3951.9 2919.2 1032.6 824.29 291.57 73.87% 1115.4 3.1 4257.5 3126.5 1131.0 872.89 315.77 73.43% 1115.5 3.2 4563.1 3333.3 1229.8 921.49 339.97 73.05% 11/11/96 PALOHYD.XLS, erit /1 \tsz I . I I I I I I I I I I I I I I I I I TABLE "I" CRITICAL DEPTH CALCULATIONS SUMMARY Q ELEV. @ Critical Depth Verit. Vel. Head Elev. + Critical Depth (Feet) (ft.lsec.) (Feet) Vel. Head 0.0 1112.29 0.00 0.000 0.00 1112.29 21.5 1112.62 0.33 2.306 0.08 1112.70 52.2 1112.76 0.47 2.753 0.12 1112.88 104.2 1112.91 0.62 3.162 0.16 1113.07 203.2 1113.10 0.81 3.612 0.20 1113.30 307.9 1113.25 0.96 3.879 0.23 1113.48 409.1 1113.37 1.08 4.022 0.25 1113.62 500.8 1113.46 1.17 4.138 0.27 1113.73 604.7 1113.55 1.26 4.234 0.28 1113.83 712.2 1113.63 1.34 4.334 0.29 1113.92 802.7 1113.69 1.40 4.415 0.30 1113.99 1008.3 1113.81 1.52 4.580 0.33 1114.14 1206.2 1113.91 1.62 4.719 0.35 1114.26 1406.2 1114.00 1.71 4.845 0.36 1114.36 1625.5 1114.09 1.80 4.965 0.38 1114.47 2003.2 1114.23 1.94 5.123 0.41 1114,64 2511.9 1114.39 2.10 5.316 0.44 1114.83 3013.9 1114.53 2.24 5.461 0.46 1114.99 11/11/96 PALOHYDXLS. erit ll.. \\ II I. I I I I g I g g a I I a I g I I I ============================================================================ .. RESULTS OF IRREGULAR CHANNEL ANALYSIS .. CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ============================================================================ (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.3A Release Date: 8/02788 Serlal # DE1721 Especially prepared for: KEITH COMPAN1ES SL.lf'f>O~T\"-lG C^LCUl..ATIOJoJS 8:>la. C-l2.lT"ICAL De-PT'I-t ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.005980 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ 0~tAA~ ~~(' ~ (6Q 1 t~ ~ I . ;. . . . . . ~ i: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SOUARE FEET) = 9.34 SUB CHANNEL FLOW VELOCITY(FEET/SEC.) = 2.306 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 56.54 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.17 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 20.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 21.53 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1112.62 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORD1NATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.005320 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 \% . . . . . . . . .5 C, 8 C H ANN E L . F LOW ( C F 5) . ; . . . . . . 5 ~< ;2 . . i i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I II SUBCHANNEL SUBCHANNEL SUBCHANNEL SUB CHANNEL SUBCHANNEL FLOW AREA(SOUARE FEET) = FLOW VELOCIrY(FEET/SEC.) = FROUDE NUMBER = 1.000 FLOW TOP-WIDTH(FEET) = HYDRAULIC DEPTH(FEET) = 18.94 2.753 80.53 0.24 I ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 50.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 52.15 EST1MATED 1RREGULAR CHANNEL NORMAL DEPTH WATER SURFACE E LEVA T ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1112.76 I I ____________________________________________________________________________ I I I I I I I I I I I I NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.004850 SU8CHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ G~tA~~ ~~ [' ~ [6 ~ ~ t ~ ~ ~ .;. . . . . i oa: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SOUARE FEET) = 32.96 SUBCHANNEL FLOW VELOCIrY(FEET/SEC.) = 3.162 SUBCHANNEL FROUOE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 106.23 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.31 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = EST1MATED IRREGULAR CHANNEL NORMAL DEPTH ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100.00 104.23 WATER SURFACE 1112.91 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 /4 1113.44 ~ I I I I . . . . . . . . . ~G ~tAA ~ ~~ C. ~ C 6 ~ l t ~ ~ ~ .;. . . . . ~ 6~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I SUBCHANNEL FLOW AREA(SOUARE FEET) = 56.26 SUBCHANNEL FLOw VELOClrY(FEET/SEC.) = 3.612 SUBCHANNEL FROuDE NUMBER = 1.000 SUBCHANNEL FLOw TOP-WIDTH(FEET) = 138.78 I SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.41 . I . I I . I I . I I I I 8 9 SUBCHANNEL SUBCHANNEL 653.53 779.53 SLOPE(FEET/FEET) = 0.004430 MANNINGS FRICTION FACTOR = 0.015000 1114.37 1115.00 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH EL EV A T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 200.00 203.19 WATER SURFACE 1113.10 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 2 3 4 5 6 7 8 9 SUBCHANNEL SUBCHANNEL 0.00 1115.00 123.53 1114.37 173.53 1114.07 267.53 1113.26 322.53 1112.29 417.53 1113.12 467.53 1113.44 653.53 1114.37 779.53 1115.00 SLOPE(FEET/FEET) = 0.004230 MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~~~tA~ ~~ ~ C' ~ (6 ~ ~ t ~ ~ ~ .; I I I . . ~6}: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 79.39 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.879 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 169.96 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.47 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH ELEVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 300.00 307.91 WATER SURFACE 1113.25 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ------------:-ENTERED-INFORMATION-FOR-suBcHANNEL-NuMBER--i-~---------------~ NODE NUMBER "X" COORDINATEI6 "yo COORDINATE . I I I I I I II I I I I I .11I I I I I I I 1 2 3 4 5 6 7 8 9 SUBCHANNEL SUBCHANNEL 0.00 1115.00 123.53 1114.37 173.53 1114.07 267.53 1113.26 322.53 1112.29 417.53 1113.12 467.53 1113.44 653.53 1114.37 779.53 1115.00 SLOPE(FEET/FEET) = 0.004120 MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ G~tA~~~~ [. ~ [6~ l t~ ~ j .;. . . . . a 6~: i. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 101.70 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.022 SUBCHANNEL FROUDE NuMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 202.13 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = EST1MATED IRREGULAR CHANNEL NORMAL DEPTH ELEVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 400.00 409.10 WATER SURFACE 1113.37 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.004050 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ G6t A~~ ~ ~ C. ~ C 6~ l t~ ~ ~ . ;. . . . . ~6 6: A' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 121.03 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.138 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 227.60 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.53 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 500.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 500.81 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE EL E VAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.46 ~ -----------------------------------------t~--------------------------------- NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. II I I I I I . I I I I I I I I I I I I ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003980 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~G ~tAA~~~C. ~ C 6 ~ l t ~ ~ j .;. . . . . ~6~ : ~. . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 142.81 SUBCHANNEL FLOW VELOCITV(FEET/SEC.) = 4.234 SUBCHANNEL FROUDE NUMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 256.07 SUBCHANNEL HVDRAULIC DEPTH(FEET) = 0.56 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 600.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 604.74 ESTIMATED IRREGuLAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.55 NOTE: WATER SuRFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SuBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003920 SUBCHANNEL MANNINGS FR1CTION FACTOR = 0.015000 . . . . . . . . . ~ G~tA~~~t [. ~ [6~ ~ t~ ~ ~ . ;. . . . . ji ~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 164.33 SUBCHANNEL FLOW VELOCITV(FEET/SEC.) = 4.334 SUBCHANNEL FRaU DE NUMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 281.38 SUBCHANNEL HVDRAULIC DEPTH(FEET) = 0.58 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 700.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 712.15 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE 14 ~ I I I - . . I I a, . . . .. . . . . SLil3CHANNEL. . F L 6 W (U S i . ; . . . . . 86;1: 7' . . . . . .. . . . . . . .. . .. . .. . .. . . . . .. .. . . SUBCHANNEL FLO~ AREA(SQUARE FEET) = 181.80 I SUBCHANNEL FLOW VELOCITY (FEET /SEC.) = 4.415 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 300.36 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.61 II =========~~~~c=i~~~~~c~~=~~~~~~C=~C~~~~~~~=~~~~~~=:=====~~~:~~============== COMPUTED IRREGULAR CHANNEL FLO~(CFS) = 802.73 I ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE . E LEV AT ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.69 I I I I I I I ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.63 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVAT10NS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003880 SUBCHANNEL MANN1NGS FRICTION FACTOR = 0.015000 NOTE: WATER SURFACE lS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUB CHANNEL SLOPE(FEET/FEET) = 0.003790 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ G~t AA ~ ~~ C' ~ C 6~ l t~ ~ ~ . ;. . . . i bOA: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 220.16 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.580 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 338.32 SUBCHANNEL HYDRAULIC DEPTH(FEET) I~ 0.65 ~ I I I I --------------------------------------------------:------------------------- I I I I I . I I I I I I I I I ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOw(CFS) WANTED COMPUTED IRREGULAR CHANNEL FLOw(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH ELEVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1000.00 1008.28 wATER SURFACE 1113.81 NOTE: wATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SuBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003715 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . gG~ tA~~~~C' ~ C 6 ~ l t ~ ~ j .;. . . . i ~6~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOw AREA(SQUARE FEET) = 255.61 SUBCHANNEL FLOW VELOCIrV(FEET/SEC.) = 4.719 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 369.96 SUBCHANNEL HVDRAULIC DEPTH(FEET) = 0.69 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH ELEVATION............................ . 1200.00 1206.20 WATER SURFACE 1113.91 NOTE: WATER SuRFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003650 SuBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 Iq ~ I I I I . . . . . . . . . ~ G~t A~ ~ ~~ C' ~ C 6~ 1 t~ ~ l .;. . . . i ~ 6~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , I' ~~~~~~~~~[ ~[g~ O~C~~Y~~~~~E~7~~t.) = 2~~8~~ SU8CHANNEL FROUDE NU~8ER = 1.000 SU8CHANNEL FLOW TOP-WIDTHCFEET) = 398.43 " SU8CHANNEL HYDRAULIC DEPTHCFEET) = 0.73 I ============================================================================ TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1400.00 CO~PUTED IRREGULAR CHANNEL FLOWCtFS) = 1406.18 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.00 I I I -----------=---------------------------------------------------------------- I I I I . . . . . . . . . ~ G~tA~~~~C' ~ [6~ ~ tf ~ j . ;. . . . i ~~ ~: ~. . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . SU8CHANNEL FLOW AREACSOUARE FEET) = 327.41 I SUBCHANNEL FLOW VELOC1TYCFEET/SEC.) = 4.965 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTHCFEET) = 428.00 SUBCHANNEL HYDRAULIC DEPTHCFEET) = 0.76 ,II ============================================================================ TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1600.00 COMPUTED IRREGULAR CHANNEL FLOWCCFS) = 1625.47 II ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SuRFACE ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.09 I I I I NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVAT10NS. ---------------------------------------------------------------------------- . ENTERED 1NFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.53 1112.29 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPECFEET/FEET) = 0.003590 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 NOTE: WATER SURFACE lS BELOW EXTREME LEFT AND R1GHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ENTERED INFOR~ATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 4 267.53 1113.26 5 322.5320 1112.29 ~ I I I I 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003510 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ~ .........~~~~~~~~~~.~~~~1~~~1;~~~:;~6~~~~;.:.....;;;:;;..................... SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.123 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 479.38 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.82 II ---------------------------------------------------------------------------- I ---------TOTAl-iRREGUlAR-CHANNEl-FlOW(CFSJ-WANTED-:----2000~OO-------------- COMPUTED IRREGULAR ChANNEL FLOW(CFS) = 2003.17 I ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.23 NOTE: WATER SURFACE IS BELOW EXTREME I LEFT AND RIGHT BANK ELEVATIONS. . -----.----------------------------------------------------------------------- 11 ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER .X" COORDINATE .Y. COORD1NATE I 1 0.00 1115.00 2 123.53 1114.37 3 173.53 1114.07 I 4 267.53 1113.26 5 322.53 1112.29 . 6 417.53 1113.12 7 467.53 1113.44 8 653.53 1114.37 I 9 779.53 1115.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.003431 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 I I . . . . . . . . . ~0~tA~~~~C . ~ C 6~ ~ t~ ~ ~ . ;. . . . ~~i i: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SOUARE FEET) = 472.47 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.316 SUBCHANNEL FROuDE NUMBER = 1.000 SUBChANNEL FLOW TOP-WIDTH(FEET) = 538.75 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.88 I ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 2500.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2511.86 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.39 I NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. I ---------------------------------------------------------------------------- 1J. II ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER ~I 1 : I I I I I I I ,. I I I I I I I I I I I NODE NUMBER 1 2 3 4 5 6 7 8 9 SUBCHANNEL SUBCHANNEL "X" COORDINATE "Y" COORDINATE 0.00 1115.00 123.53 1114.37 173.53 1114.07 267.53 1113.26 322.53 1112.29 417.53 1113.12 467.53 1113.44 653.53 1114.37 779.53 1115.00 SLOPECFEET/FEET) = 0.003355 MANNINGS FRICTION FACTOR = 0.015000 . . . . . . . . . ~ G~tA~ ~ ~~C . ~ C 6~ l f ~ ~ j .;. . . . ~ 6i ~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLO~ AREACSOUARE FEET) = 551.86 SUBCHANNEL FLO~ VELOCITY(FEET/SEC.) = 5.461 SUBCHANNEL FROUDE NUMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTHCFEET) = 594.26 SUBCHANNEL HYDRAULIC DEPTHCFEET) = 0.93 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGuLAR CHANNEL FLOWCCFS) WANTED = COMPUTED IRREGULAR CHANNEL FLO~CCFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH ELEVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3000.00 3013.91 WATER SURFACE 1114.53 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ~ ~2 I II I I I I II , I. I , I -I I . I I I I ~ Hemet Temecula .--..... '---l... Rancho ~ .... California .... '. .. .... ~ . Riverside Co. ............. ..................................... 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'"--lot ..!!..c NI-~ e: 0 :!. :I -0 _c -... 3 ~ .. 0 00 - .. o ~ c o - - ore: .. .. "0' ~ ~ 0.. ::> 0 Co" ",or .. e: :!.:I 0:;" Co - - ~ 3" f' .. '" .. ~ or Co c .. .. -I " NI- - or .. e: ::> - - 3 .. - o ~ - or .. ~ :J1\;j SSCl ' c ~ ~ l'tnN'tv~ WJO,:j UO!lDlnJID::l DIDO J!SDB A80l0HCAH OOHJ.3... Hdlfl:l!)Ol:lO.l.H 1.INn :l11.3Hl.N.l.sl a::> M. ~ ::> d ::> ~ 'lac;. e.oQ ".>6- 6-01 "DO I I I I I I I I I I I I I I RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC I.!. Cover Type ( 3 ) NATURAL COVERS - Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel, Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Quality of Cover (2) Poor Fair Good Poor Fair Poor Fair Good Meadows or Cienegas (Areas with seasonally high water table, principal vegetation is sod forming grass) Poor Fair Good Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Poor Fair _ Good Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 5D percent) Poor Fair Good Woodland, Grass (Coniferous or broadleaf trees with canopy density from 20 to 50 percent) URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) I I I I I AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) RCFC a WCD HYDROLOGY NJANUAL '24 Poor Fair Good Good Poor Fair Good Soil Group ABC D 78 B6 91 93 53 70 8D B5 40 63 75 Bl 31 57 .71 7B 71 B2 55 72 67 7B 50 69 3B 61 63 77 51 70 30 58 62 76 46- 66 41 63 45 66 36 6D 2B 55 57 73 44 65 33 58 BB 91 81 86 B6 89 7.9 B4 74 80 B5 8B BD 84 72 7B B4 88 77 83 7;; Bl 77 B3 73 79 7D 77 B2 86 77 B2 72 79 32 56 69 75 5B 74 B3 B7 44 65 77 B2 33 58 72 79 76 B5 90 92 RUNOFF INDEX NUMBERS FOR PERVIOUS AREAS ?I\. 1)1 AT~ ~_~ I /I ft' ." I I II I I I I I I I I I I I I I I I I RUNOFF INDEX NUl-IBERS OF HYDROLOGIC SOIL-COVER C:~lPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Cover (2) Soil Group ABC D AGRICULTURAL COVERS (cant.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Poor 66 77 85 89 Good 58 72 81 B5 See Note 4 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Poor 67 7B 86 B9 Fair 50 69 79 84 Good 38 61 74 8D Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 Poor 72 81 88 91 Good 67 78 B5 89 Poor 65 76 84 8B Good 63 75 83 87 See.Not~ 4 . Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (Wheat, oats, barley, etc.) Vineyard Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor-Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good-Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailzd description of cover types. 4. Use r~noff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. RCFC a WCD HYDROLOGY WJANUAL RUNOFF INDEX NUMBERS FOR PERVIOUS AREAS ?J< 25 PLATE E-6.1(2of 2) I ACTUAL IY~ERVIOUS COVER I I Land Use (1) Range-Percent Recommended Value For Average Conditions-Percent (2 Natural or Agriculture o - 10 o I Single Family Residential: (3) I 40,000 S. F. (1 Acre) Lots 10 - 25 20. 20,ODO S. F. (~Acre) Lots 3D - 45 4D I 7,2DO - 10,000 S. F. Lots. 45 - 55 50' I Multiple Family Residential: I Condominiums 45 - 70 65 Apartments 65 - 90 BO I Mobile Home Park 60 - 85 75 I Commercial, Downtown Business or Industrial 8D -100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. I 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. I I 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. I RCFC a WCD HYDROLOGY NJANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS ?k 20 PLATE E-6.3 I I II II I I I I I I I I I I I I I I I I I ~ [i APPENDIX "A" UNlT HYDROGRAPH CALCULATIONS FOR OFFSITE AREA BASIN 1 100-YEAR3-HOUR 100- YEAR 6-HOUR 100-YEAR24-HOUR 'il fii '71. I I U nit H Y d r 0 g rap h A n a 1 y 5 i 5 I Copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4 Study date 09/26/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Drainage Area = 2277.00 Acres = 3.558 Sq. Mi. Length along longest watercourse 26360.00 Ft. Length along longest watercourse measured to centroid Length along longest watercourse = 4.992 Mi. Length along longest watercour~e~measur~d to centroid Difference in elevation = <-470.QO Ft. Slope along watercourse'= 9~~1426 Ft./Mi. Average Manningts 'N' = 0.030 Lag time = 0.779 Hr. Lag time = 46.76 Min. 25% of lag time = 11.69 Min. 40% of lag time = 18.70 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) I The Kieth Companies, Moreno Valley Office - SiN I PASEO DEL SOL OFFSITE AREA BASIN I 100 YEAR 3 HOUR STORM EVENT FILE:\PASEO\A100X3.UN1 I I I I I Area rainfall data: I Area (Acres) [1] 2277.00 Rainfall (In.) [2] 2.28 I Point rain (area Areal adjustment Adjusted average RI Infil. rate (In/Hr) 0.394 0.268 0.221 0.153 averaged) = 2.280 (In.) factor = 99.00 % point rain = 2.257 (In.) Impervious Adj. Infil. (Dec.%) (In/Hr) 0.100 0.359 0.100 0.244 0.100 0.201 0.100 0.139 I 67.0 78.0 82.0 88.0 I Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) (for 24 hour storm duration) Soil low loss rate (decimal) = (In/Hr) = 0.097 I 0.900 --------------------------------------------------------------------- I U nit H y d r 0 g rap h Valley S-Curve I 21 538 Weighting[1*2] 5191.56 Rate Area% (Dec. ) 0.015 0.346 0.249 0.390 Sum (F) 0.194 12640.00 Ft. 2.394 Mi. F (In/Hr) 0.005 0.084 0.050 0.054 0.194 ~ II I I I I I I I I I I Unit Hydrograph Data Unit time period (hrs) Time % of lag 1 0.167 2 0.333 3 0.500 4 0.667 5 0.833 6 1. 000 7 1.167 8 1. 333 9 1. 500 10 1. 667 11 1. 833 12 2.000 13 2.167 14 2.333 15 2.500 16 2.667 17 2.833 18 3.000 19 3.167 20 3.333 21 3.500 22 3.667 23 3.833 24 4.000 25 4.167 26 4.333 27 4.500 28 4.667 29 4.833 30 5.000 31 5.167 32 5.333 33 5.500 34 5.667 35 5.833 36 6.000 37 6.167 38 6.333 21. 385 42.770 64.156 85.541 106.926 128.311 149.697 171. 082 192.467 213.852 235.238 256.623 278.008 299.393 320.779 342.164 363.549 384.934 406.320 427.705 449.090 470.475 491. 861 513.246 534.631 556.016 577.402 598.787 620.172 641. 557. 662.943 684.328 705.713 727.098 748.484 769.869 791. 254 812.639 I I I Distribution Graph % 1. 917 5.809 10.179 14.042 15.124 11. 701 7.599 5.244 3.679 3.047 2.554 2.184 1. 940 1.666 1. 419 1. 283 1.214 0.964 0.930 0.748 0.684 0.665 0.642 0.609 0.483 0.467 0.407 0.385 0.347 0.300 0.284 0.221 0.214 0.214 0.214 0.214 0.214 0.194 Sum = 100.00 Unit Hydrograph cfs-hrs/in 44.0 133.3 233.6 322.2 347.1 268.5 174.4 120.3 84.4 69.9 58.6 50.1 44.5 38.2 32.6 29.4 27.9 22.1 21.3 17.2 15.7 15.3 14.7 14.0 11.1 10.7 9.3 8.8 8.0 6.9 6.5 5.1 4.9 4.9 4.9 4.9 4.9 4.5 Sum= 2294.8 ----------------------------------------------------------------------- I I I I I Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective (Hr. ) Percent (in. /hr.) Max I Low (in./hr.) 1 0.17 2.60 0.352 0.194 0.16 2 0.33 2.60 0.352 0.194 0.16 3 0.50 3.30 0.447 0.194 0.25 4 0.67 3.30 0.447 0.194 0.25 5 0.83 3.30 0.447 0.194 0.25 6 1. 00 3.40 0.460 0.194 0.27 7 1.17 4.40 0.596 0.194 0.40 8 1.33 4.20 0.569 0.194 0.37 9 1.50 5.30 0.718 0.194 0.52 10 1. 67 5.10 0.691 0.194 0.50 11 1. 83 6.40 0.867 0.194 0.67 W '?J'\. I I I 12 2.00 5.90 0.799 0.194 0.61 13 2.17 7.30 0.989 0.194 0.79 14 2.33 8.50 1. 151 0.194 0.96 15 2.50 14.10 1. 910 0.194 1.72 16 2.67 14.10 1.910 0.194 1.72 17 2.83 3.80 0.515 0.194 0.32 18 3.00 2.40 0.325 0.194 0.13 Sum = 100.0 Sum 10.1 Flood volume = Effective rainfall 1. 68 (in.) times area 2277.0 lAc.) /12 = 317.9 Acre Feet Total soil loss = 0.58 (In. ) Total soil loss = 110.403 Acre Feet Total rainfall 2.26IIn.) Flood volume = Effective rainfall 1. 68 (in.) times area 2277.0000 lAc.) times 43560/12 = 13848471.3 Cubic Feet Total soil loss = 4809156.3 Cubic Feet I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H 0 U R S TOR M Runoff Hydrograph Hydrograph in 10 Tirnelh+rn).Vo1umeIAF) QICFS) 0 Minute intervals ICFS) 500.0 1000.0 1500.0 2000.0 ----------------------------------------- ----------------------------- 0+10 0+20 0+30 0+40 0+50 1+ 0 1+10 1+20 1+30 1+40 1+50 2+ 0 2+10 2+20 2+30 2+40 2+50 3+ 0 3+10 3+20 3+30 3+40 3+50 4+ 0 4+10 4+20 4+30 4+40 4+50 5+ 0 5+10 5+20 5+30 I I I I I I 0.0959 0.4822 1. 4349 3.2639 6.1541 10.0584 14.9029 20.6360 27.3173 35.1439 44.3222 54.9613 67.1706 81.1355 97.5221 117.3990 140.9955 167.1681 193.4481 216.4945 234.1837 247.0859 256.7128 264.2645 270.5730 275.9678 280.6729 284.7983 288.4212 291. 6269 294.5118 297.0836 299.3599 6.96 28.05 69.17 132.78 209.83 283.46 351. 71 416.23 485.06 568.21 666.34 772.40 886.39 1013.86 1189.66 1443.07 1713.11 1900.13 1907.93 1673..17 1284.23 936.71 698.91 548.25 458.00 391. 66 341.60 299.50 263.03 232.73 209.44 186.71 165.26 Q Q VQ v Q V Q IV Q IV Q I V Q I V Q I V Q I V Q I V Q I V I V I I V I I V I I I I I I I I I I I I I I Q I Q I QI I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I I I I I I I I I I I I Q I Q I Q I V I V Q 1..4 V I I I I I I I I I I I I I I I Q I I Q I Q I Q V I Q VI V IV I V I V I V I V I V I \J I V I V I V I V Q />r.,O I I I I I I I I I I I I I II I I I I I 5+40 301.4092 148.78 I Q V I 5+50 303.2361 132.63 I Q V I 6+ 0 304.9248 122.60 I Q V I 6+10 306.4957 114.05 I Q V I 6+20 307.9481 105.45 I Q V I 6+30 309.2500 94.52 IQ V I 6+40 310.4048 83.83 IQ VI 6+50 311. 4475 75.70 IQ VI 7+ 0 312.3808 67.76 IQ VI 7+10 313.2257 61.34 IQ V 7+20 313.9788 54.68 IQ V 7+30 314.6451 48.37 Q V 7+40 315.2339 42.75 Q V 7+50 315.7460 37.18 Q V 8+ 0 316.2127 33.89 Q V 8+10 316.6311 30.37 Q V 8+20 317.0071 27.30 Q V 8+30 317.3284 23.33 Q V 8+40 317.5804 18.29 Q V 8+50 317.7163 9.87 Q V 9+ 0 317.7449 2.07 Q V 9+10 317.7529 0.58 Q V 30 "'\ I I I U nit H Y d r 0 g rap h A n a 1 y s i s Copyright (c) CIVILCADD/cIVILDESIGN, 1992, Version 2.4 Study date 09/26/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 I I The Kieth Companies, Moreno Valley Office - SiN 538 Drainage Area = 2277.00 Acres 3.558 Sq. Mi. Length along longest watercourse = 26360.00 Ft. Length along longest watercourse measured to centroid = Length along longest watercourse = 4.992 Mi. Length along longest watercourse;measure~ to centroid = Difference in elevation = C~_OO-FC . Slope along watercourse = 94.1426 Ft./M~. Average Manning's 'Nt = 0.030 Lag time = 0.779 Hr. Lag time = 46.76 Min. 25% of lag time = 11.69 Min. 40% of lag time = 18.70 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) PASEO DEL SOL OFFSITE AREA BASIN I 100 YEAR 6 HOUR STORM EVENT FILE:\PASEO\A100X6.UNl I I I I I Area rainfall data: I Area (Acres) (1 ] 2277.00 Rainfall(In.) [2J 3.42 I Point rain (area Areal adjustment Adjusted average RI Infil. rate (In/Hr) 0.394 0.268 0.221 0.153 averaged) = 3.420 (In.) factor = 99.22 % point rain = 3.393 (In.) Impervious Adj. Infil. (Dec.%) (In/Hr) 0.100 0.359 0.100 0.244 0.100 0.201 0.100 0.139 I I I 67.0 78.0 82.0 88.0 Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) = (for 24 hour storm duration) Soil low loss rate (decimal) = ( In/Hr) 0.097 0.900 --------------------------------------------------------------------- I U nit H y d r 0 9 rap h Valley S-Curve :31 I Weighting[1*2] 7787.34 Rate Area% (Dec. ) 0.015 0.346 0.249 0.390 Sum (F) = 0.194 12640.00 Ft. 2.394 Mi. F ( In/Hr) 0.005 0.084 0.050 0.054 0.194 ~1-- I I I I I I I I I -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period (hrs) I I I I I I I I I I Time % of lag 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 0.167 0.333 0.500 0.667 0.833 1. 000 1. 167 1. 333 1. 500 1.667 1. 833 2.000 2.167 2.333 2.500 2.667 2.833 3.000 3.167 3.333 3.500 3.667 3.833 4.000 4.167 4.333 4.500 4.667 4.833 5.000 5.167 5.333 5.500 5.667 5.833 6.000 6.167 6.333 21.385 42.770 64.156 85.541 106.926 128.311 149.697 171. 082 192.467 213.852 235.238 256.623 278.008 299.393 320.779 342.164 363.549 384.934 406.320 427.705 449.090 470.475 491. 861 513.246 534.631 556.016 577.402 598.787 620.172 641. 557 662.943 684.328 705.713 727.098 748.484 769.869 791.254 812.639 Distribution Graph % 1. 917 5.809 10.179 14.042 15.124 11.701 7.599 5.244 3.679 3.047 2.554 2.184 1.940 1. 666 1.419 1.283 1.214 0.964 0.930 0.748 0.684 0.665 0.642 0.609 0.483 0.467 0.407 0.385 0.347 0.300 0.284 0.221 0.214 0.214 0.214 0.214 0.214 0.194 Sum ~ 100.00 Unit Hydrograph cfs-hrs/in 44.0 133.3 233.6 322.2 347.1 268.5 174.4 120.3 84.4 69.9 58.6 50.1 44.5 38.2 32.6 29.4 27.9 22.1 21. 3 17.2 15.7 15.3 14.7 14.0 11.1 10.7 9.3 8.8 8.0 6.9 6.5 5.1 4.9 4.9 4.9 4.9 4.9 4.5 Sum= 2294.8 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective (Hr.) Percent (in./hr.) Max I Low (in./hr.) 1 0.17 1.10 0.224 0.194 0.03 2 0.33 1.20 0.244 0.194 0.05 3 0.50 1.30 0.265 0.194 0.07 4 0.67 1. 40 0.285 0.194 0.09 5 0.83 1. 40 0.285 0.194 0.09 6 1. 00 1. 50 0.305 0.194 0.11 7 1.17 1. 60 0.326 0.194 0.13 8 1.33 1. 60 0.326 0.194 0.13 9 1.50 1. 60 0.326 0.194 0.13 10 1. 67 1. 60 0.326 0.194 0.13 11 1.83 1. 60 0.326 0.194 0.13 :/!- A,."} I I I I I I I I II I I I I I I I I I I 12 2.00 1.70 0.346 0.194 0.15 13 2.17 1.70 0.346 0.194 0.15 14 2.33 1.80 0.366 0.194 0.17 15 2.50 1.80 0.366 0.194 0.17 16 2.67 1.80 0.366 0.194 0.17 17 2.83 2.00 0.407 0.194 0.21 18 3.00 2.00 0.407 0.194 0.21 19 3.17 2.10 0.428 0.194 0.23 20 3.33 2.20 0.448 0.194 0.25 21 3.50 2.50 0.509 0.194 0.32 22 3.67 2.80 0.570 0.194 0.38 23 3.83 3.00 0.611 0.194 0.42 24 4.00 3.20 0.652 0.194 0.46 25 4.17 3.50 0.713 0.194 0.52 26 4.33 3.90 0.794 0.194 0.60 27 4.50 4.20 0.855 0.194 0.66 28 4.67 4.50 0.916 0.194 0.72 29 4.83 4.80 0.977 0.194 0.78 30 5.00 5.10 1.038 0.194 0.84 31 5.17 6.70 1.364 0.194 1.17 32 5.33 8.10 1.649 0.194 1.46 33 5.50 10.30 2.097 0.194 1.90 34 5.67 2.80 0.570 0.194 0.38 35 5.83 1.10 0.224 0.194 0.03 36 6.00 0.50 0.102 0.194 0.092 0.01 Sum = 100.0 Sum 13.5 Flood volume = Effective rainfall 2.25 (in.) times area 2277.0 (Ac.)/12 = 426.3 Acre Feet Total soil 1055 = 1.15 (In.) Total soil 1055 = 217.570 Acre Feet Total rainfall = 3.39(In.) Flood volume = Effective rainfall 2.25 (in.) times area 2277.0000 (Ac.) times 43560/12 = 18569437.1 Cubic Feet Total soil 1055 = 9477347.9 Cubic Feet -------------------------------------------------------------------- -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H 0 U R S TOR M Run 0 f f H Y d r 0 g rap h -------------------------------------------------------------------- Hydrograph in 10 Minute intervals (CFS) -------------------------------------------------------------------- Time (h+m) Volume (AF) Q(CFS) 0 525.0 1050.0 1575.0 2100.0 ----------------------------------------- ----------------------------- 0+10 0.0182 1.32 Q 0+20 0.1038 6.22 Q 0+30 0.3357 16.84 Q 0+40 0.8160 34.87 Q 0+50 1.6330 59.32 VQ 1+ 0 2.8266 86.65 VQ 1+10 4.4049 114.59 V Q 1+20 6.3574 141. 75 V Q 1+30 8.6586 167.07 V Q 1+40 11. 2828 190.51 V Q 1+50 14.1808 210.40 IV Q 2+ 0 17.2958 226.15 IV Q 2+10 20.5994 239.84 IV Q 2+20 24.0970 253.93 I V Q 2+30 27.8163 270.03 I V Q :33 Abt. --------- ----------------- I I 2+40 31. 7791 287.70 V Q I 2+50 36.0023 306.60 V Q I I 3+ 0 40.5074 327.07 V Q I 3+10 45.3192 349.34 V Q I 3+20 50.4809 374.74 V Q I 3+30 56.0715 405.87 V Q I I 3+40 62.1954 444.59 V Q I 3+50 69.0053 494.40 V QI 4+ 0 76.6822 557.34 V Q 4+10 85.3889 632.11 V I Q I 4+20 95.2551 716.28 V I Q 4+30 106.3842 807.97 VI Q 4+40 118.8979 908.49 V Q 4+50 132.9263 1018.46 I V QI I 5+ 0 148.5648 1135.35 I V IQ 5+10 166.0145 1266.85 t V t Q 5+20 185.7594 1433.47 I V I Q 5+30 208.6973 1665.30 I VI Q I 5+40 234.9951 1909.22 I V Q 5+50 263.3749 2060.37 I V Q 6+ 0 291. 3747 2032.79 I V Q I 6+10 315.9182 1781. 86 I V Q 6+20 334.8386 1373.62 I Q V 6+30 348.6195 1000.49 I Q I V 6+40 359.0100 754.35 I Q V I 6+50 367.2455 597.89 IQ V 7+ 0 374.1727 502.92 Q V 7+10 380.1399 433.22 Q V 7+20 385.3461 377.97 Q V I 7+30 389.9264 332.53 Q V 7+40 393,9526 292.30 Q V 7+50 397.5178 258.83 Q V 8+ 0 400.7112 231. 84 Q V I 8+10 403.5803 208.29 Q V 8+20 406.1075 183.47 Q V 8+30 408.3871 165.50 Q V 8+40 410.4207 147.64 Q V I 8+50 412.2805 135.02 Q V 9+ 0 414.0021 124.99 Q V I 9+10 415.5765 114.30 Q VI 9+20 416.9954 103.01 Q VI I 9+30 418.2464 90.83 Q VI 9+40 419.3794 82.25 Q VI 9+50 420.3947 73.71 Q VI I 10+ 0 421.3069 66.23 Q VI 10+10 422.1185 58.92 Q VI 10+20 422.8329 51. 87 Q VI 10+30 423.4646 45.86 Q VI I 10+40 424.0119 39.73 Q VI 10+50 424.5023 35.60 Q VI 11+ 0 424.9420 31. 92 Q VI 11+10 425.3281 28.03 Q VI I 11+20 425.6552 23.74 Q VI 11+30 425.9014 17.87 Q VI 11+40 426.0464 10.53 Q VI 11 +50 426.0723 1. 87 Q VI I 12+ 0 426.0748 0.18 Q VI 12+10 426.0754 0.05 Q VI ----------------------------------------------------------------------- I .34 A~ I I I U nit H Y d rag rap h A n a 1 y 5 i 5 I Copyright (c) CIVILCADD/cIVILDESIGN, 1992, Version 2.4 Study date 09/26/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Drainage Area = 2277.00 Acres = 3.558 Sq. Mi. Length along longest watercourse = 26360.00 Ft. Length along longest watercourse measured to centroid = Length along longest watercourse 4.992 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 470.00 Ft. Slope along watercourse 94.1426 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.779 Hr. Lag time = 46.76 Min. 25% of lag time = 11.69 Min. 40% of lag time = 18.70 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) I The Kieth Companies, Moreno Valley Office - SiN I PASEO DEL SOL OFFSITE AREA BASIN I 100 YEAR 24 HOUR STORM EVENT FILE:\PASEO\A10024.UN1 I I I I I Area rainfall data: I Area (Acres) [lJ 2277.00 Rainfa11(In.) [2J 6.00 I Point rain (area Areal adjustment Adjusted average RI Infi1. rate (In/Hr) 0.394 0.268 0.221 0.153 averaged) = 6.000 (In.) factor = 99.56 % point rain = 5.973 (In.) Impervious Adj. Infi1. (Dec.%) (In/Hr) 0.100 0.359 0.100 0.244 0.100 0.201 0.100 0.139 I 67.0 78.0 82.0 88.0 I Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) = (for 24 hour storm duration) Soil low loss rate (decimal) = ( In/Hr) 0.097 I 0.900 --------------------------------------------------------------------- I U nit H y d rag rap h Valley S-Curve I 35 538 Weighting[1*2J 13662.00 Rate Area% (Dec. ) 0.015 0.346 0.249 0.390 Sum (F) = 0.194 12640.00 Ft. 2.394 Mi. F ( In/Hr) 0.005 0.084 0.050 0.054 0.194 Af~ I I I I I I I I I I I I I I I I I I I -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period (hrs) Time % of lag Distribution Graph % Uni t Hydrograph cfs-hrs/in --------------------------------------------------------------------- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0.250 0.500 0.750 1. 000 1. 250 1. 500 1. 750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 32.078 64.156 96.234 128.311 160.389 192.467 224.545 256.623 288.701 320.779 352.857 384.934 417.012 449.090 481.168 513.246 545.324 577.402 609.480 641. 557 673.635 705.713 737.791 769.869 801. 947 3.177 12.012 20.589 20.306 11. 678 6.664 4.570 3.554 2.897 2.313 1.947 1. 624 1. 357 1.069 0.996 0.940 0.750 0.659 0.573 0.481 0.414 0.325 0.321 0.321 0.462 Sum = 100.00 72.9 275.6 472.5 466.0 268.0 152.9 104.9 81. 6 66.5 53.1 44.7 37.3 31.1 24.5 22.9 21. 6 17.2 15.1 13.2 11.0 9.5 7.5 7.4 7.4 10.6 Sum= 2294.8 ----------------------------------------------------------------------- Unit Time (Hr. ) 1 0.25 2 0.50 3 0.75 4 1. 00 5 1. 25 6 1. 50 7 1. 75 8 2.00 9 2.25 10 2.50 11 2.75 12 3.00 13 3.25 14 3.50 15 3.75 16 4.00 17 4.25 18 4.50 19 4.75 20 5.00 21 5.25 22 5.50 23 5.75 24 6.00 Pattern Percent 0.20 0.30 0.30 0.40 0.30 0.30 0.30 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.60 0.70 0.80 0.80 Storm Rain (in./hr.) 0.048 0.072 0.072 0.096 0.072 0.072 0.072 0.096 0.096 0.096 0.119 0.119 0.119 0.119 0.119 0.143 0.143 0.167 0.167 0.191 0.143 0.167 0.191 0.191 Loss rate(In./Hr) Max I 0.342 0.339 0.335 0.331 0.327 0.323 0.319 0.315 0.311 0.308 0.304 0.300 0.296 0.293 0.289 0.285 0.282 0.278 0.275 0.271 0.268 0.264 0.261 0.257 3(P Low 0.043 0.065 0.065 0.086 0.065 0.065 0.065 0.086 0.086 0.086 0.108 0.108 0.108 0.108 0.108 0.129 0.129 0.151 0.151 0.172 0.129 0.151 0.172 0.172 Effective (in./hr. ) 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.01 0.02 0.02 0.02 A.'\. I I 25 6.25 0.90 0.215 0.254 0.194 0.02 26 6.50 0.90 0.215 0.250 0.194 0.02 I 27 6.75 1. 00 0.239 0.247 0.215 0.02 28 7.00 1. 00 0.239 0.244 0.215 0.02 29 7.25 1.00 0.239 0.240 0.215 0.02 30 7.50 1.10 0.263 0.237 0.03 I 31 7.75 1.20 0.287 0.234 0.05 32 8.00 1.30 0.311 0.231 0.08 33 8.25 1.50 0.358 0.227 0.13 34 8.50 1. 50 0.358 0.224 0.13 I 35 8.75 1. 60 0.382 0.221 0.16 36 9.00 1. 70 0.406 0.218 0.19 37 9.25 1.90 0.454 0.215 0.24 38 9.50 2.00 0.478 0.212 0.27 I 39 9.75 2.10 0.502 0.209 0.29 40 10.00 2.20 0.526 0.206 0.32 41 10.25 1.50 0.358 0.203 0.16 42 10.50 1.50 0.358 0.200 0.16 I 43 10.75 2.00 0.478 0.197 0.28 44 11. 00 2.00 0.478 0.194 0.28 45 11. 25 1. 90 0.454 0.191 0.26 46 11.50 1. 90 0.454 0.188 0.27 I 47 11. 75 1. 70 0.406 0.186 0.22 48 12.00 1. 80 0.430 0.183 0.25 49 12.25 2.50 0.597 0.180 0.42 I 50 12.50 2.60 0.621 0.177 0.44 51 12.75 2.80 0.669 0.175 0.49 52 13.00 2.90 0.693 0.172 0.52 53 13.25 3.40 0.812 0.170 0.64 I 54 13.50 3.40 0.812 0.167 0.65 55 13.75 2.30 0.550 0.164 0.39 56 14.00 2.30 0.550 0.162 0.39 57 14.25 2.70 0.645 0.159 0.49 I 58 14.50 2.60 0.621 0.157 0.46 59 14.75 2.60 0.621 0.155 0.47 60 15.00 2.50 0.597 0.152 0.45 61 15.25 2.40 0.573 0.150 0.42 I 62 15.50 2.30 0.550 0.148 0.40 63 15.75 1. 90 0.454 0.145 0.31 64 16.00 1. 90 0.454 0.143 0.31 65 16.25 0.40 0.096 0.141 0.086 0.01 I 66 16.50 0.40 0.096 0.139 0.086 0.01 67 16.75 0.30 0.072 0.137 0.065 0.01 68 17.00 0.30 0.072 0.135 0.065 0.01 I 69 17 .25 0.50 0.119 0.133 0.108 0.01 70 17.50 0.50 0.119 0.131 0.108 0.01 71 17.75 0.50 0.119 0.129 0.108 0.01 72 18.00 0.40 0.096 0.127 0.086 0.01 I 73 18.25 0.40 0.096 0.125 0.086 0.01 74 18.50 0.40 0.096 0.123 0.086 0.01 75 18.75 0.30 0.072 0.121 0.065 0.01 76 19.00 0.20 0.048 0.120 0.043 0.00 I 77 19.25 0.30 0.072 0.118 0.065 0.01 78 19.50 0.40 0.096 0.116 0.086 0.01 79 19.75 0.30 0.072 0.115 0.065 0.01 80 20.00 0.20 0.048 0.113 0.043 0.00 I 81 20.25 0.30 0.072 0.112 0.065 0.01 82 20.50 0.30 0.072 0.110 0.065 0.01 83 20.75 0.30 0.072 0.109 0.065 0.01 84 21. 00 0.20 0.048 0.107 0.043 0.00 I 85 21. 25 0.30 0.072 0.106 0.065 0.01 31 ~ I I I I I I I I I I I I I I I 86 21. 50 0.20 0.048 0.105 0.043 0.00 87 21. 75 0.30 0.072 0.104 0.065 0.01 88 22.00 0.20 0.048 0.103 0.043 0.00 89 22.25 0.30 0.072 0.102 0.065 0.01 90 22.50 0.20 0.048 0.101 0.043 0.00 91 22.75 0.20 0.048 0.100 0.043 0.00 92 23.00 0.20 0.048 0.099 0.043 0.00 93 23.25 0.20 0.048 0.098 0.043 0.00 94 23.50 0.20 0.048 0.098 0.043 0.00 95 23.75 0.20 0.048 0.097 0.043 0.00 96 24.00 0.20 0.048 0.097 0.043 0.00 Sum = 100.0 Sum 11. 6 Flood volume = Effective rainfall 2.91 (in. ) times area 2277.0 (Ac.I/12 = 552.3 Acre Feet Total soil loss = 3.06 (In. ) Total soil loss = 581.146 Acre Feet Total rainfall 5.97(In.1 Flood volume = Effective rainfall 2.91 (in. ) times area 2277.0000 (Ac. I times 43560/12 = 24057808.3 Cubic Feet Total soil loss = 25314698.2 Cubic Feet -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S TOR M Run 0 f f H Y d r 0 9 rap h Hydrograph in 15 Minute intervals (CFS) I I I -------------------------------------------------------------------- Time (h+m) Volume (AF) Q(CFS) 0 300.0 600.0 900.0 1200.0 ----------------------------------------------------------------------- 0+15 0.0072 0.35 Q I I 0+30 0.0452 1.84 Q I I 0+45 0.1435 4.76 Q I I 1+ 0 0.3147 8.29 Q I I 1+15 0.5453 11.16 Q I I 1+30 0.8141 13.01 Q I I 1+45 1.1004 13.86 Q I I 2+ 0 1.3937 14.20 Q I I 2+15 1. 7056 15.09 Q I I 2+30 2.0469 16.52 Q I I 2+45 2.4208 18.09 Q I I 3+ 0 2.8266 19.64 Q I I 3+15 3.2675 21. 34 Q I I 3+30 3.7402 22.88 Q I I 3+45 4.2332 23.86 Q I I 4+ 0 4.7436 24.70 Q I I 4+15 5.2778 25.86 Q I I 4+30 5.8475 27.57 Q I I 4+45 6.4609 29.69 Q I I 5+ 0 7.1201 31. 91 VQ I I 5+15 7.8211 33.93 VQ I I 5+30 8.5442 35.00 VQ I I 5+45 9.2761 35.42 VQ I I 6+ 0 10.0237 36.18 VQ I I 6+15 10.8121 38.16 VQ I I 6+30 11.6482 40.47 VQ I I 6+45 12.5315 42.75 VQ I I 7+ 0 13.4645 45.16 VQ I I 7+15 14.4428 47.35 Q I I 35 A4... I I I I I 7+30 15.4624 49.35 IQ I I I I 7+45 16.5583 53.04 IQ I I I I I 8+ 0 17.8849 64.21 IVQ I I I I 8+15 19.7385 89.71 IVQ I I I I 8+30 22.4342 130.47 IV Q I I I I 8+45 26.1124 178.03 IV Q I I I I I 9+ 0 30.7537 224.64 I V Q I I I I 9+15 36.3558 271.14 I V QI I I I 9+30 43.1027 326.55 I V Q I I I 9+45 51.1597 389.96 I V I Q I I I I 10+ 0 60.5639 455.16 I V I Q I I I 10+15 70.9562 502.99 I V I Q I I I 10+30 81. 4635 508.55 I V I Q I I I 10+45 91.3460 478.31 I V I Q I I I I 11+ 0 100.8978 462.31 I V I Q I I I 11+15 111.1244 494.96 I V I Q I I I 11+30 122.2363 537.82 I VI Q I I I 11+45 133.6962 554.66 I VI Q I I I I 12+ 0 145.1023 552.06 I V Q I I I 12+15 156.6123 557.08 I V Q I I I 12+30 169.0877 603.81 I IV Q I I I 12+45 183.5697 700.93 I I V I Q I I 13+ 0 200.3723 813.25 I I V I Q I I 13+15 219.2664 914.47 I I V I Q I 13+30 240.3477 1020.33 I I V I I Q I I 13+45 263.2754 1109.70 I I VI I Q I 14+ 0 286.6015 1128.98 I I V I Q I 14+15 308.7510 1072.03 I I V I Q I 14+30 329.7325 1015.51 I I V I Q I I 14+45 350.7256 1016.06 I I V I Q I 15+ 0 372 .1003 1034.54 I I V I Q I 15+15 393.5132 1036.38 I I V I Q I 15+30 414.6504 1023.04 I I V Q I I 15+45 435.1742 993.35 I I V Q I 16+ 0 454.6962 944.86 I I IQV I 16+15 472.5032 861. 86 I I Q I V 16+30 487.5424 727.90 I I Q I V I 16+45 499.0603 557.46 I I Q I V 17+ 0 507.3198 399.76 I I Q I V 17+15 513.6366 305.73 I Q I V 17+30 518.7899 249.42 I Q I I V I 17+45 523.1588 211.46 I Q V 18+ 0 526.9370 182.86 I Q V 18+15 530.2178 158.80 I Q V I 18+30 533.0535 137.25 I Q V 18+45 535.5069 118.74 I Q V 19+ 0 537.6322 102.87 I Q V 19+15 539.4632 88.62 I Q V I 19+30 541. 0225 75.47 I Q V 19+45 542.3412 63.83 I Q V 20+ 0 543.5024 56.20 IQ V 20+15 544.5273 49.61 IQ V I 20+30 545.4003 42.25 IQ V 20+45 546.1563 36.59 IQ V 21+ 0 546.8201 32.13 IQ V 21+15 547.3957 27.86 Q VI I 21+30 547.8930 24.07 Q VI 21+45 548.3138 20.37 Q VI 22+ 0 548.6850 17.97 Q VI 22+15 548.9856 14.55 Q VI I 22+30 549.2839 14.44 Q VI I 3~ q> I I I I I I I I I I I I I I I I I I I 22+45 23+ 0 23+15 23+30 23+45 24+ 0 24+15 24+30 24+45 25+ 0 25+15 25+30 25+45 26+ 0 26+15 26+30 26+45 27+ 0 27+15 27+30 27+45 28+ 0 28+15 28+30 28+45 29+ 0 29+15 29+30 29+45 30+ 0 549.5746 549.8548 550.1200 550.3744 550.6228 550.8667 551.1005 551. 3042 551. 4589 551. 5660 551.6458 551. 7095 551. 7615 551. 8045 551. 8407 551. 8709 551. 8963 551.9172 551.9351 551.9500 551.9628 551.9729 551.9814 551.9880 551.9933 551. 9975 552.0007 552.0032 552.0050 552.0060 14.07 Q 13.56 Q 12.83 Q 12.32 Q 12.02 Q 11. 81 Q 11. 32 Q 9.86 Q 7.49 Q 5.18 Q 3.86 Q 3.09 Q 2.51 Q 2.08 Q 1. 75 Q 1. 47 Q 1. 23 Q 1. 01 Q 0.87 Q 0.72 Q 0.62 Q 0.49 Q 0.42 Q 0.32 Q 0.25 Q 0.20 Q 0.16 Q 0.12 Q 0.09 Q 0.05 Q ----------------------------------------------------------------------- 40 VI vI vI VI vI vI VI vI VI VI VI vI VI vI vI vI vI VI vI vI vI VI vI vI VI vI vI VI vI VI sS" I I I I I I I I I I I I I I I I I I I ~ ~ APPENDIX liB" UNlT HYDRO GRAPH CALCULATIONS FOR ONSITE AREA 100-YEAR3-HOUR 100- YEAR 6-HOUR 100- YEAR 24-HOUR =,~ Iii 5')". I I U nit A n a 1 y 5 i 5 H Y d r 0 g rap h I Copyright (c) CIVILCADD/cIVILDESIGN, 1992, Version 2.4 Study date 09/30/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 I The Kieth Companies, Moreno Valley Office - SIN 538 I PASEO DEL SOL WATERSHED AREA TO LINE "S" AT HIGHWAY 79 100 YEAR 3 HOUR STORM EVENT FILE:\PASEO\821003.UN1 I Drainage Area = 164.90 Acres = 0.258 Sq. Mi. Length along longest watercourse 5420.00 Ft. Length along longest watercourse measured to centroid Length along longest watercourse 1.027 Mi. Length along longest watercourse measured to centroid Difference in elevation = 196.00 Ft. Slope along watercourse 190.9373 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.108 Hr. Lag time = 6.49 Min. 25% of lag time = 1.62 Min. 40% of lag time = 2.60 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) I I I I Area rainfall data: I Area (Acres) [1 J 164.90 Weighting [1 *2 J 375.97 Rainfall (In.) [2J 2.28 Point rain (area Areal adjustment Adjusted average RI Infil. rate (In/Hr) 69.0 0.373 averaged) = 2.280 (In.) factor = 99.93 % point rain = 2.278 (In.) Impervious Adj. Infil. (Dec.%) (In/Hr) 0.500 0.205 I Rate Area% (Dec. ) 1. 000 Sum (F) = 0.205 I Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) (for 24 hour storm duration) Soil low loss rate (decimal) = (In/Hr) = 0.103 I 0.900 --------------------------------------------------------------------- I U nit H y d r 0 g rap h Valley S-Curve Unit Hydrograph Data I 41 I 3000.00 Ft. 0.568 Mi. F (In/Hr) 0.205 0.205 '5'b I I I I I I I I I I I I I I I I I I I Unit time period Ihrs) Time % of lag Distribution Graph % Unit Hydrograph cfs-hrs/in 1 0.167 154.132 34.160 56.8 2 0.333 308.263 46.705 77.6 3 0.500 462.395 10.946 18.2 4 0.667 616.526 4.759 7.9 5 0.833 770.658 2.351 3.9 6 1. 000 924.789 1. 079 1.8 Sum = 100.00 Sum= 166.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Storm Rain (in./hr. ) 0.355 0.355 0.451 0.451 0.451 0.465 0.601 0.574 0.725 0.697 0.875 0.807 0.998 1. 162 1.927 1.927 0.519 0.328 Loss rate(In./Hr) Max I Low 0.205' 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 Sum 1. 66 (in.) 22.9 Acre Feet Effective (in./hr.) 0.15 0.15 0.25 0.25 0.25 0.26 0.40 0.37 0.52 0.49 0.67 0.60 0.79 0.96 1.72 1.72 0.31 0.12 10.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H 0 U R S TOR M Run 0 f f H Y d r 0 g rap h Hydrograph in 10 Timelh+m) VolumelAF) 0+10 0+20 0+30 0+40 0+50 1+ 0 1+10 0.1176 0.3960 0.7868 1.2964 1.8381 2.4045 3.0976 Unit Time Pattern (Hr. ) Percent 0.17 2.60 0.33 2.60 0.50 3.30 0.67 3.30 0.83 3.30 1.00 3.40 1.17 4.40 1.33 4.20 1.50 5.30 1.67 5.10 1.83 6.40 2.00 5.90 2.17 7.30 2.33 8.50 2.50 14.10 2.67 14.10 2.83 3.80 3.00 2.40 Sum = 100.0 Flood volume = Effective rainfall times area 164.9 IAc.)/12 = Total soil loss = 0.62 (In.) Total soil loss = 8.453 Acre Feet Total rainfall 2.28 I In. ) Flood volume = Effective rainfall 1.66 (in.) times area 164.9000 lAc.) times 43560/12 = 995590.9 Cubic Feet Total soil loss = 368202.8 Cubic Feet Q(CFS) 0 8.54 20.21 28.38 36.99 39.32 41.13 50.32 Minute intervals ICFS) 75.0 150.0 VQ V Q IV Q I V Q I V Q I VQ I VQ 4~ 225.0 300.0 ~~ I I I I I I I I I I I I I I I I I I I 1+20 3.9213 59.80 I VQ I I I 1+30 4.8691 68.81 I VQI I I 1+40 5.9650 79.57 I Q I I 1+50 7.2131 90.61 I I Q I I 2+ 0 8.6092 101. 35 I I Q V I I 2+10 10.1308 110.47 I I Q V I I 2+20 11.9897 134.96 I I Q V I 2+30 14.6721 194.74 I I I Q I 2+40 18.2355 258.71 I I I IV Q 2+50 20.9163 194.62 I I I Q I V 3+ 0 22.0389 81.51 I Q I I V 3+10 22.5532 37.34 I Q I I I V 3+20 22.7535 14.54 IQ I I I VI 3+30 22.8264 5.29 Q I I I VI 3+40 22.8408 1. 04 Q I I I VI 3+50 22.8438 0.22 Q I I I V ----------------------------------------------------------------------- 43 ~ I I U nit H Y d r 0 g rap h Analysis I Copyr1ght (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4 study date 09/30/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 I The Kieth Companies, Moreno Valley Office - SiN 538 I PASEO DEL SOL WATERSHED AREA TO LINE US" AT HIGHWAY 79 100 YEAR 6 HOUR STORM EVENT FILE:\PASEO\821006.UN1 I Drainage Area = 164.90 Acres 0.258 Sq. Mi. Length along longest watercourse 5420.00 Ft. Length along longest watercourse measured to centroid Length along longest watercourse 1.027 Mi. Length along longest watercourse measured to centroid Difference in elevation 196.00 Ft. Slope along watercourse 190.9373 Ft./Mi. Average Manning's IN' = 0.015 Lag time = 0.108 Hr. Lag time = 6.49 Min. 25% of lag time = 1.62 Min. 40% of lag time = 2.60 Min. Unit time = 10.00 Min. Duration of storm = 6 Hour(s) I I I I Area rainfall data: I Area (Acres) [1] 164.90 Weighting[1*2] 563.96 Rainfall(In.) [2] 3.42 Point rain (area Areal adjustment Adjusted average RI Infil. rate ( In/Hr) 69.0 0.373 averaged) = 3.420 (In.) factor = 99.94 % point rain = 3.418 (In.) Impervious Adj. Infil. (Dec.%) IIn/Hr) 0.500 0.205 I Rate Area% (Dec. ) 1. 000 Sum IF) = 0.205 I (In/Hr) 0.103 Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) = (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 I I U nit H y d r 0 g rap h Valley S-Curve Unit Hydrograph Data I 44 I 3000.00 Ft. 0.568 Mi. F I In/Hr) 0.205 0.205 -tj, I I I I I I I Unit time period (hrs) Time % of lag Distribution Graph % Unit Hydrograph cfs-hrs/in 1 0.167 154.132 34.160 56.8 2 0.333 308.263 46.705 77.6 3 0.500 462.395 10.946 18.2 4 0.667 616.526 4.759 7.9 5 0.833 770.658 2.351 3.9 6 1. 000 924.789 1. 079 1.8 Sum = 100.00 Sum= 166.2 I Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective (Hr.) Percent (in./hr.) Max I Low (in./hr.) 1 0.17 1.10 0.226 0.205 0.02 2 0.33 1.20 0.246 0.205 0.04 3 0.50 1.30 0.267 0.205 0.06 4 0.67 1. 40 0.287 0.205 0.08 5 0.83 1. 40 0.287 0.205 0.08 6 1. 00 1. 50 0.308 0.205 0.10 7 1.17 1. 60 0.328 0.205 0.12 8 1. 33 1. 60 0.328 0.205 0.12 9 1. 50 1. 60 0.328 0.205 0.12 10 1. 67 1. 60 0.328 0.205 0.12 11 1. 83 1. 60 0.328 0.205 0.12 12 2.00 1. 70 0.349 0.205 0.14 13 2.17 1. 70 0.349 0.205 0.14 14 2.33 1. 80 0.369 0.205 0.16 15 2.50 1. 80 0.369 0.205 0.16 16 2.67 1. 80 0.369 0.205 0.16 17 2.83 2.00 0.410 0.205 0.21 18 3.00 2.00 0.4.10 0.205 0.21 19 3.17 2.10 0.431 0.205 0.23 20 3.33 2.20 0.451 0.205 0.25 21 3.50 2.50 0.513 0.205 0.31 22 3.67 2.80 0.574 0.205 0.37 23 3.83 3.00 0.615 0.205 0.41 24 4.00 3.20 0.656 0.205 0.45 25 4.17 3.50 0.718 0.205 0.51 26 4.33 3.90 0.800 0.205 0.59 27 4.50 4.20 0.861 0.205 0.66 28 4.67 4.50 0.923 0.205 0.72 29 4.83 4.80 0.984 0.205 0.78 30 5.00 5.10 1. 046 0.205 0.84 31 5.17 6.70 1.374 0.205 1.17 32 5.33 8.10 1. 661 0.205 1. 46 33 5.50 10.30 2.112 0.205 1. 91 34 5.67 2.80 0.574 0.205 0.37 35 5.83 1.10 0.226 0.205 0.02 36 6.00 0.50 0.103 0.205 0.092 0.01 Sum = 100.0 Sum 13.2 Flood volume = Effective rainfall 2.21 (in. ) times area 164.9 (Ac.) /12 = 30.3 Acre Feet Total soil loss = 1.21 (In. ) Total soil loss = 16.647 Acre Feet Total rainfall = 3.42(In.) Flood volume = Effective rainfall 2.21 (in.) times area 164.9000 (Ac. ) times 43560/12 = 1320850.1 Cubic Feet Total soil loss = 725157.0 Cubic Feet 45 I''\. ? I I I I I I I I I I I II I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H 0 U R S TOR M Run 0 f f H Y d r 0 9 rap h I I I I I I Hydrograph in 10 Minute intervals (CFSl Time (h+m) Volume (AF) Q (CFS ) 0 75.0 150.0 225.0 300.0 I I I I 0+10 0.0161 1.17 Q 0+20 0.0702 3.93 Q 0+30 0.1673 7.06 Q 0+40 0.3099 10.35 VQ 0+50 0.4828 12.56 VQ 1+ 0 0.6808 14.37 VQ 1+10 0.9205 17.41 IVQ 1+20 1.1890 19.49 IVQ 1+30 1.4653 20.06 IVQ 1+40 1. 7450 20.30 I Q 1+50 2.0262 20.42 I Q 2+ 0 2.3240 21. 62 I QV 2+10 2.6438 23.21 I Q 2+20 2.9847 24.75 I Q 2+30 3.3498 26.50 I QV 2+40 3.7211 26.96 I QV 2+50 4.1272 29.48 I Q V 3+ 0 4.5783 32.75 I Q V 3+10 5.0562 34.70 I Q V 3+20 5.5765 37.78 I Q V 3+30 6.1742 43.39 I Q V I 3+40 6.8942 52.27 I Q VI 3+50 7.7308 60.74 I Q V 4+ 0 8.6671 67.97 I Q V 4+10 9.7161 76.16 I Q V 4+20 10.9146 87.01 I IQ V 4+30 12.2725 98.59 I I Q V 4+40 13.7748 109.07 I I Q V 4+50 15.4197 119.42 I I Q V 5+ 0 17.2065 129.72 I I Q I V 5+10 19.3431 155.12 I I Q V 5+20 22.0820 198.84 I I I Q V 5+30 25.5745 253.55 I I I Q 5+40 28.4590 209.42 I I I Q V 5+50 29.5900 82.11 I Q I VI 6+ 0 30.0275 31. 76 I Q I I VI 6+10 30.2225 14.15 IQ I I VI 6+20 30.2942 5.21 Q I I VI 6+30 30.3056 0.82 Q I I VI 6+40 30.3066 0.08 Q I I VI 6+50 30.3069 0.02 Q I I VI I I I I I I 4lo ~ I I U nit H Y d rag rap h Analysis I Copyright (c) CIVILCADD/cIVILDESIGN, 1992, Version 2.4 Study date 09/30/96 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 I The Kieth Companies, Moreno Valley Office - SiN 538 I PASEO DEL SOL WATERSHED AREA TO LINE "5" AT HIGHWAY 79 100 YEAR 24 HOUR STORM EVENT FILE:\PASEO\821024.UNl I Drainage Area = 164.90 Acres 0.258 Sq. Mi. Length along longest watercourse = 5420.00 Ft. Length along longest watercourse measured to centroid Length along longest watercourse = 1.027 Mi. Length along longest watercourse measured to centroid Difference in elevation 196.00 Ft. Slope along watercourse = 190.9373 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.108 Hr. Lag time = 6.49 Min. 25% of lag time = 1.62 M~n. 40% of lag time = 2.60 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour{s) I I I I Area rainfall data: I Area (Acres) [1 ] 164.90 Weighting [1 *2 ] 989.40 Rainfall (In.) [2] 6.00 Point rain (area Areal adjustment Adjusted average RI Infil. rate (In/Hr) 69.0 0.373 averaged) = 6.000 (In.) factor = 99.97 % point rain = 5.998 (In.) Impervious Adj. Infil. (Dec. %) (In/Hr) 0.500 0.205 I Rate Area% (Dec. ) 1. 000 Sum (F) = 0.205 I Area averaged mean soil loss (F) Minimum soil loss rate (In/Hr) = (for 24 hour storm duration) Soil low loss rate (decimal) = (In/Hr) = 0.103 I I 0.900 --------------------------------------------------------------------- I U nit H y d rag rap h Valley S-Curve Unit Hydrograph Data I 41 I 3000.00 Ft. 0.568 Mi. F (In/Hr) 0.205 0.205 ~ I I Uni'O time period Time % of lag Distribution Unit Hydrograph Ihrs) Graph % cfs-hrs/in I --------------------------------------------------------------------- 1 0.250 231. 197 48.321 80.3 2 0.500 462.395 41.250 68.6 3 0.750 693.592 7.650 12.7 I 4 1. 000 924.789 2.779 4.6 Sum = 100.00 Surn= 166.2 ----------------------------------------------------------------------- I Unit Time Pattern Storm Rain Loss rate (In ./Hr) Effective (Hr. ) Percent (in./hr. ) Max I Low (in./hr. ) 1 0.25 0.20 0.048 0.362 0.043 0.00 I 2 0.50 0.30 o. on 0.358 0.065 0.01 3 0.75 0.30 o. on 0.354 0.065 0.01 4 1. 00 0.40 0.096 0.350 0.086 0.01 5 1.25 0.30 o. on 0.345 0.065 0.01 I 6 1. 50 0.30 0.072 0.341 0.065 0.01 7 1. 75 0.30 o. on 0.337 0.065 0.01 8 2.00 0.40 0.096 0.333 0.086 0.01 9 2.25 0.40 0.096 0.329 0.086 0.01 I 10 2.50 0.40 0.096 0.325 0.086 0.01 11 2.75 0.50 0.120 0.321 0.108 0.01 12 3.00 0.50 0.120 0.317 0.108 0.01 I 13 3.25 0.50 0.120 0.313 0.108 0.01 14 3.50 0.50 0.120 0.309 0.108 0.01 15 3.75 0.50 0.120 0.306 0.108 0.01 16 4.00 0.60 0.144 0.302 0.130 0.01 I 17 4.25 0.60 0.144 0.298 0.130 0.01 18 4.50 0.70 0.168 0.294 0.151 0.02 19 4.75 0.70 0.168 0.290 0.151 0.02 20 5.00 0.80 0.192 0.287 0.173 0.02 I 21 5.25 0.60 0.144 0.283 0.130 0.01 22 5.50 0.70 0.168 0.279 0.151 0.02 23 5.75 0.80 0.192 0.275 0.173 0.02 24 6.00 0.80 0.192 0.2n 0.173 0.02 I 25 6.25 0.90 0.216 0.268 0.194 0.02 26 6.50 0.90 0.216 0.265 0.194 0.02 27 6.75 1. 00 0.240 0.261 0.216 0.02 28 7.00 1. 00 0.240 0.258 0.216 0.02 I 29 7.25 1. 00 0.240 0.254 0.216 0.02 30 7.50 1.10 0.264 0.251 0.01 31 7.75 1.20 0.288 0.247 0.04 32 8.00 1. 30 0.312 0.244 0.07 I 33 8.25 1. 50 0.360 0.240 0.12 34 8.50 1. 50 0.360 0.237 0.12 35 8.75 1. 60 0.384 0.234 0.15 36 9.00 1. 70 0.408 0.230 0.18 I 37 9.25 1. 90 0.456 0.227 0.23 38 9.50 2.00 0.480 0.224 0.26 39 9.75 2.10 0.504 0.221 0.28 I 40 10.00 2.20 0.528 0.218 0.31 41 10.25 1.50 0.360 0.214 0.15 42 10.50 1. 50 0.360 0.211 0.15 43 10.75 2.00 0.480 0.208 0.27 I 44 11.00 2.00 0.480 0.205 0.27 45 11. 25 1. 90 0.456 0.202 0.25 46 11. 50 1. 90 0.456 0.199 0.26 47 11. 75 1. 70 0.408 0.196 0.21 I 48 12.00 1. 80 0.432 0.193 0.24 I +8 ~o ---------- -- .~----_.- I I 49 12.25 2.50 0.600 0.190 0.41 50 12.50 2.60 0.624 0.188 0.44 I 51 12.75 2.80 0.672 0.185 0.49 52 13.00 2.90 0.696 0.182 0.51 53 13.25 3.40 0.816 0.179 0.64 54 13.50 3.40 0.816 0.177 0.64 I 55 13.75 2.30 0.552 0.174 0.38 56 14.00 2.30 0.552 0.171 0.38 57 14.25 2.70 0.648 0.169 0.48 58 14.50 2.60 0.624 0.166 0.46 I 59 14.75 2.60 0.624 0.163 0.46 60 15.00 2.50 0.600 0.161 0.44 61 15.25 2.40 0.576 0.159 0.42 62 15.50 2.30 0.552 0.156 0.40 I 63 15.75 1. 90 0.456 0.154 0.30 64 16.00 1. 90 0.456 0.151 0.30 65 16.25 0.40 0.096 0.149 0.086 0.01 66 16.50 0.40 0.096 0.147 0.086 0.01 I 67 16.75 0.30 0.072 0.145 0.065 0.01 68 17.00 0.30 0.072 0.142 0.065 0.01 69 17.25 0.50 0.120 0.140 0.108 0.01 I 70 17.50 0.50 0.120 0.138 0.108 0.01 71 17.75 0.50 0.120 0.136 0.108 0.01 72 18.00 0.40 0.096 0.134 0.086 0.01 73 18.25 0.40 0.096 0.132 0.086 0.01 I 74 18.50 0.40 0.096 0.130 0.086 0.01 75 18.75 0.30 0.072 0.128 0.065 0.01 76 19.00 0.20 0.048 0.126 0.043 0.00 77 19.25 0.30 0.072 0.125 0.065 0.01 I 78 19.50 0.40 0.096 0.123 0.086 0.01 79 19.75 0.30 0.072 0.121 0.065 0.01 80 20.00 0.20 0.048 0.120 0.043 0.00 81 20.25 0.30 0.072 0.118 0.065 0.01 I 82 20.50 0.30 0.072 0.116 0.065 0.01 83 20.75 0.30 0.072 0.115 0.065 0.01 84 21.00 0.20 0.048 0.114 0.043 0.00 85 21.25 0.30 0.072 0.112 0.065 0.01 I 86 21. 50 0.20 0.048 0.111 0.043 0.00 87 21. 75 0.30 0.072 0.110 0.065 0.01 88 22.00 0.20 0.048 0.109 0.043 0.00 89 22.25 0.30 0.072 0.108 0.065 0.01 I 90 22.50 0.20 0.048 0.107 0.043 0.00 91 22.75 0.20 0.048 0.106 0.043 0.00 92 23.00 0.20 0.048 0.105 0.043 0.00 93 23.25 0.20 0.048 0.104 0.043 0.00 I 94 23.50 0.20 0.048 0.103 0.043 0.00 95 23.75 0.20 0.048 0.103 0.043 0.00 96 24.00 0.20 0.048 0.103 0.043 0.00 I Sum = 100.0 Sum 11. 3 Flood volume = Effective rainfall 2.84 (in. ) times area 164.9 (Ac.)/12 = 39.0 Acre Feet Total soil loss = 3.16 (In. ) I Total soil loss = 43.455 Acre Feet Total rainfall 6.00(In.) Flood volume = Effective rainfall 2.84 (in. ) times area 164.9000 (Ac. ) times 43560/12 I = 1697451. 2 Cubic Feet Total soil loss = 1892914.1 Cubic Feet -------------------------------------------------------------------- -------------------------------------------------------------------- I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I 1~ ~\ I I I I I I I 24 - H 0 U R S TOR M Runoff Hydrograph -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) Time (h+m) Volume (AF) Q (eFS) 0 50.0 100.0 150.0 200.0 I I I I I 0+15 0.0080 0.39 Q 0+30 0.0267 0.91 Q 0+45 0.0501 1.13 Q 1+ 0 0.0786 1. 38 Q 1+15 0.1067 1.36 Q 1+30 0.1320 1.23 Q 1+45 0.1570 1.21 Q 2+ 0 0.1857 1.39 Q 2+15 0.2178 1.55 Q 2+30 0.2505 1.58 Q 2+45 0.2874 1. 79 Q 3+ 0 0.3277 1. 95 Q 3+15 0.3687 1. 98 Q 3+30 0.4099 1. 99 Q 3+45 0.4511 1. 99 Q 4+ 0 0.4963 2.19 Q 4+15 0.5448 2.35 Q 4+30 0.5980 2.57 Q 4+45 0.6548 2.75 Q 5+ 0 0.7162 2.97 Q 5+15 0.7733 2.76 Q 5+30 0.8282 2.66 Q 5+45 0.8895 2.96 Q 6+ 0 0.9543 3.14 Q 6+15 1. 0239 3.37 QV 6+30 1. 0972 3.55 QV 6+45 1.1751 3.77 QV 7+ 0 1.2566 3.95 QV 7+15 1.3388 3.98 QV 7+30 1. 4034 3.13 QV 7+45 1.4983 4.60 QV 8+ 0 1. 6748 8.54 IQ 8+15 1. 9815 14.84 I Q 8+30 2.3763 19.11 I VQ 8+45 2.8372 22.31 I V Q 9+ 0 3.3879 26.65 I V Q 9+15 4.0698 33.00 V Q 9+30 4.8792 39.17 V Q 9+45 5.7883 44.00 V Q I 10+ 0 6.7931 48.63 V QI 10+15 7.5727 37.73 Q I 10+30 8.1337 27.15 Q V I 10+45 8.8626 35.28 Q VI 11+ 0 9.7558 43.23 Q V 11+15 10.6512 43.34 Q V 11+30 11.5344 42.75 Q IV 11+45 12.3419 39.08 Q I V 12+ 0 13 .1290 38.10 Q I V 12+15 14.2262 53.10 Q V 12+30 15.6126 67.10 I Q V I 12+45 17.1688 75.32 I Q V I 13+ 0 18.8647 82.08 I Q VI 13+15 20.8180 94.54 I Q V 50 ~1r- I I I I I I I I I 13+30 22.9615 103.75 I I Q V I I 13+45 24.7103 84.64 I I Q I V I I I 14+ 0 26.1058 67.54 I I Q I V I I 14+15 27.6003 72.33 I I Q I V I I 14+30 29.1746 76.20 I I Q I VI I 14+45 30.7490 76.20 I I Q I V I I 15+ 0 32.2951 74.83 I I Q I I V I 15+15 33.7736 71.56 I I Q I I V I 15+30 35.1805 68.09 I I Q I I V I 15+45 36.3938 58.73 I IQ I I V I I 16+ 0 37.4708 52.13 I Q I I V I 16+15 38.0352 27.31 I Q I I I VI 16+30 38.1735 6.70 IQ I I I VI 16+45 38.2306 2.76 Q I I I VI I 17+ 0 38.2562 1.24 Q I I I VI 17+15 38.2891 1. 59 Q I I I VI 17+30 38.3286 1.91 Q I I I VI 17+45 38.3693 1. 97 Q I I I VI I 18+ 0 38.4065 1. 80 Q I I I VI 18+15 38.4403 1. 64 Q I I I VI 18+30 38.4735 1. 61 Q I I I VI I 18+45 38.5025 1. 40 Q I I I VI 19+ 0 38.5241 1. 05 Q I I VI 19+15 38.5456 1. 04 Q I I VI 19+30 38.5737 1.36 Q I I VI I 19+45 38.6016 1.35 Q I I VI 20+ 0 38.6229 1. 03 Q I I VI 20+15 38.6445 1. 04 Q I I VI 20+30 38.6686 1.17 Q I I VI I 20+45 38.6930 1.19 Q I I VI 21+ 0 38.7138 1. 00 Q I I VI 21+15 38.7351 1. 03 Q I I vI 21+30 38.7552 0.97 Q I I VI I 21+45 38.7763 1. 02 Q I I VI 22+ 0 38.7964 0.97 Q I I VI 22+15 38.8175 1. 02 Q I I VI 22+30 38.8376 0.97 Q I I VI I 22+45 38.8547 0.83 Q I I VI 23+ 0 38.8714 0.81 Q I I VI 23+15 38.8879 0.80 Q I I VI 23+30 38.9043 0.80 Q I I VI I 23+45 38.9208 0.80 Q I I VI 24+ 0 38.9373 0.80 Q I I VI 24+15 38.9458 0.41 Q I I VI 24+30 38.9475 0.08 Q I I VI I 24+45 38.9480 0.02 Q I I VI ----------------------------------------------------------------------- I I I I I ..51 fsJ~ I I I I I I I I I I I I I I I I I I I ~ ~ APPENDIX "e" ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100-YEAR 3-HOUR ~ Iii CA I I I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 Study date: 10/29/96 I --------------------------------------------------------------------- I PASEO DEL SOL ROUTE OFFSITE AREA BASIN I 100 YEAR 3 HOUR STORM EVENT FILE:\PASEO\RAX3.HYD I The Kieth Companies, Moreno Valley Office - SiN 538 ********************* HYDROGRAPH INFORMATION *******************,*** I I From study/file name: A100X3.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 55 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1907.9 (CFS) Total volume = 317.75 (Ac.Ft) Status of hydrographs being held in storage Stream 1 stream 2 Stream 3 Stream 4 streamS Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/station 2.000 **** RETARDING BASIN ROUTING **** I User entry of depth-outf1ow-storage data I Total number of inflow hydrograph intervals = 55 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ac.Ft) 0.00 (CFS) I Depth vs. Storage and Basin Depth Storage (Ft.) (Ac. Ft) Depth vs. Discharge data: Outflow (S-O*dt/2) (CFS) (Ac.Ft) (S+O*dt/2) (Ac.Ft) I 0.000 0.000 0.000 0.000 0.000 1. 000 0.180 7.000 0.132 0.228 1.500 0.720 16.000 0.610 0.830 2.000 1. 850 28.000 1. 657 2.043 2.500 3.560 43.000 3.264 3.856 3.000 5.860 60.000 5.447 6.273 3.500 8.730 83.000 8.158 9.302 4.000 12.180 109.000 11.429 12.931 51- c;5 I I I I I 4.500 16.210 141. 000 15.239 17.181 5.000 20.810 176.000 19.598 22.022 I 5.500 26.130 214.000 24.656 27.604 6.000 32.300 339.000 29.965 34.635 6.500 39.320 706.000 34.458 44.182 7.000 47.200 1409.000 37.496 56.904 I 7.500 55.830 2528.000 38.420 73.240 8.000 65.140 4587.000 33.549 96.731 8.500 75.130 7447.000 23.842 126.418 -------------------------------------------------------------------- I Hydrograph Detention Basin Routing --------------------------------------------------------------------- I Graph values: '11= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 477.0 954.0 1430.9 1907.9 (Ft. ) I 0.167 7.0 1.5 0.038 0 I I I I 0.2 0.333 28.0 7.6 0.216 0 I I I I 1.0 0.500 69.2 16.0 0.723 01 I I I I 1.5 0.667 132.8 27.6 1.813 o I I I I I 2.0 I 0.833 209.8 43.9 3.681 0 I I I I I 2.5 1. 000 283.5 63.8 6.336 10 I I I I I 3.1 1.167 351.7 89.9 9.651 10 I I I I I 3.6 1. 333 416.2 119.5 13.498 I 0 I I I I I 4.2 I 1. 500 485.1 153.3 17.827 I 0 I I I I 4.7 1.667 568.2 189.6 22.719 I 0 II I I I 5.2 1. 833 666.3 255.1 28.158 I 0 I I I I I 5.7 2.000 772.4 403.4 33.532 I 0 I I I I I 6.1 I 2.167 886.4 629.0 37.846 I I 0 I I I I 6.4 2.333 1013.9 839.7 40.819 I 0 II I I 6.6 2.500 1189.7 1039.2 43.055 I 10 I I I 6.7 2.667 1443.1 1250.2 45.420 I I 0 I I 6.9 I 2.833 1713.1 1521.5 48.068 I I 10 I I 7.1 3.000 1900.1 1790.5 50.142 I I OIl 7.2 3.167 1907.9 1897.6 50.968 I I 01 7.2 3.333 1673.2 1796.6 50.189 I I I 0 I 7.2 I 3.500 1284.2 1496.7 47.876 I I 10 I 7.0 3.667 936.7 1185.8 44.698 II 0 I I 6.8 3.833 698.9 905.7 41. 558 I 01 I I 6.6 I 4.000 548.3 695.5 39.120 I 0 I I I 6.5 4.167 458.0 593.7 37.171 I 0 I I I 6.3 4.333 391.7 504.3 35.461 I 0 I 1 I 6.2 4.500 341. 6 431. 4 34.067 I 01 I I I 6.1 I 4.667 299.5 372.7 32.945 IO I 1 I I 6.0 4.833 263.0 332.2 31.964 IO I I I I 6.0 5.000 232.7 311. 5 30.945 I 0 I I I 5.9 5.167 209.4 289.4 29.852 IO I I I 5.8 I 5.333 186.7 267.0 28.748 IO I I I 5.7 5.500 165.3 244.7 27.647 I 0 I I I 5.6 5.667 148.8 223.3 26.587 IO I I I 5.5 5.833 132.6 209.8 25.543 10 I I I 5.4 I 6.000 122.6 202.1 24.464 I IO I I I 5.3 6.167 114.0 194.2 23.364 1 I 0 I I I 5.2 6.333 105.4 186.3 22.254 I I 0 I I I 5.1 6.500 94.5 178.2 21.121 IIO I I I 5.0 I 6.667 83.8 169.5 19.955 I IO I I I 4.9 6.833 75.7 160.6 18.780 110 I I I 4.8 7.000 67.8 151.7 17.618 I IO I I I 4.7 7.167 61.3 143.0 16.477 IIO I I I 4.5 I 7.333 54.7 134.3 15.366 I 0 I I I 4.4 .53 ~~ I ****************************HYDROGRAPH DATA**************************** Number of intervals = 77 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1897.6 (CFS) Total volume = 317.75 (Ac.Ft) Status of hydrographs being held in storage stream 1 Stream 2 stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I 7.500 7.667 7.833 8.000 8.167 8.333 8.500 8.667 8.833 9.000 9.167 9.333 9.500 9.667 9.833 10.000 10.167 10.333 10.500 10.667 10.833 11.000 11.167 11.333 11.500 11.667 11. 833 12.000 12.167 12.333 12.500 12.667 12.833 I I I I I I I I I I I 48.4 42.7 37.2 33.9 30.4 27.3 23.3 18.3 9.9 2.1 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 125.7 117.4 109.4 102.1 95.2 88.6 82.3 75.9 69.4 62.8 56.6 51.2 46.2 41. 5 36.8 32.6 28.9 25.1 21. 7 18.7 16.2 12.9 10.3 8.2 5.9 3.4 2.0 1.1 0.7 0.4 0.2 0.1 0.1 Peak (CFS) Vol (Ac.Ft) 14.285 13.238 12.227 11. 260 10.344 9.476 8.647 7.844 7.037 6.209 5.404 4.666 3.995 3.391 2.852 2.374 1. 950 1.579 1. 256 0.978 0.737 0.537 0.377 0.250 0.153 0.088 0.051 0.029 0.017 0.010 0.006 0.003 0.002 I 0 10 10 10 10 10 10 10 10 10 o o o o o o o o o o o o o o o o o o o o o o o 4.3 4.1 4.0 3.9 3.7 3.6 3.5 3.3 3.2 3.1 2.9 2.7 2.6 2.5 2.3 2.2 2.0 1.9 1.7 1.6 1.5 1.3 1.2 1.1 0.8 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 *********************************************************************** I I I I I I '54- tc'\ I I I I I I I I I I I I I I I I I I I 100 YEAR - 3 HOUR STORM AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD ENTERING SOUTHERLY PORTION OF TRACT 24182 OUTFLOW PER AMOUNT AMOUNT AMOUNT AMOUNT AMOUNT TIME HYDROGRAPH DEPTH THRU 72" THRU 36" OVER ACROSS ACROSS (HOURS) (C.F.S.) (FT.) (C.F.S.) (C.F .S.) ROADWAY BUT. STG. S.H.79 (C.F.S.) (C.F.S.) (C.F.S.) 0.167 1.5 0.2 1.5 0.0 0.0 0.333 7.6 1.0 7.6 0.0 0.0 0.500 16.0 1.5 16.0 0.0 0.0 0.667 27.6 2.0 27.6 0.0 0.0 0.833 43.9 2.5 43.9 0.0 0.0 1.000 63.8 3.1 63.7 0.1 0.0 1.167 89.9 3.6 87.4 2.5 0.0 1.333 119.5 4.2 113.1 6.4 0.0 1.500 153.3 4.7 139.6 13.7 0.0 0.0 0.0 1.667 189.6 5.2 167.0 22.2 0.4 0.4 0.0 1.833 255.1 5.7 191.2 30.6 33.3 33.3 0.0 2.000 403.4 6.1 208.0 37.6 157.8 157.8 0.0 2.167 629.0 6.4 217.0 42.4 369.6 363.6 6.0 2.333 839.7 6.6 221.0 45.4 573.3 533.1 40.2 2.500 1 039.2 6.7 222.0 46.8 770.4 704.4 66.0 2.667 1250.2 6.9 224.0 49.6 976.6 872.6 104.0 2.833 1521.5 7.1 226.4 51.0 1244.1 1095.2 148.9 3.000 1790.5 7.2 227.8 53.4 1509.3 1303.0 206.3 3.167 1897.6 7.2 227.8 53.4 1616.4 1395.4 221.0 3.333 1796.6 7.2 227.8 53.4 1515.4 1308.2 207.2 3.500 1496.7 7.0 225.0 51.0 1220.7 1081.9 138.8 3.667 1185.8 6.8 223.0 48.2 914.6 825,5 89.1 3.833 905.7 6.6 221.0 45.4 639.3 594.4 44.9 4.000 695.5 6.5 220.0 44.0 431.5 410.5 21.0 4.167 593.7 6.3 214.0 40.8 338.9 338.9 0.0 4.333 504.3 6.2 211.0 39.2 254.1 254.1 0.0 4.500 431.4 6.1 208.0 37.6 185.8 185.8 0.0 4.667 372.7 6.0 205.0 36.0 131.7 131.7 0.0 4.833 332.2 6.0 205.0 36.0 91.2 91.2 0.0 5.000 311.5 5.9 200.4 34.2 76.9 76.9 0.0 5.167 289.4 5.8 195.8 32.4 61.2 61.2 0.0 5.333 267.0 5.7 191.2 30.6 45.2 45.2 0.0 5.500 244.7 5.6 186.6 28.8 29.3 29.3 0.0 5.667 223.3 5.5 182.0 27.0 14.3 14.3 0.0 5.833 209.8 5.4 177.0 25.4 7.4 7.4 0.0 6.000 202.1 5.3 172.0 23.8 6.3 6.3 0.0 6.167 194.2 5.2 167.0 22.2 5.0 5.0 0.0 6.333 186.3 5.1 162.0 20.6 3.7 3.7 0.0 6.500 178.2 5.0 158.5 19.7 0.0 0.0 0.0 6.667 169.5 4.9 151.9 17.6 0.0 0.0 0.0 6.833 160.6 4.8 145.5 15.1 0.0 0.0 0.0 7.000 151.7 4.7 138.5 13.2 0.0 0.0 0.0 7.167 143.0 4.5 131.5 11.5 0.0 0.0 0.0 7.333 134.3 4.4 124.6 9.7 0.0 0.0 0.0 7.500 125.7 4.3 118.1 7.6 0.0 0.0 0.0 10/29/96 PALOHYDXLS, out_3 55 ~~ I I I I I I I I I I I I I I I I I I I II- ~ ~ APPENDIX "D" COMBINE HYDROGRAPHS/ROUTING CALCULATIONS FOR ONSITE AND OFFSITE FLOW AT POINT 2 100-YEAR 3-HOUR ~ ~ l (p~ I I I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 study date: 11/08/96 I I PASEO DEL SOL INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182 100 YEAR 3 HOUR STORM EVENT FILE:\PASEO\R82X3.HYD I The Kieth Companies, Moreno Valley Office - SiN 538 ********************* HYOROGRAPH INFORMATION ********************** I From study/file name: ********************** Hydrograph From manual offx3.rte Information ************************ input hydrograph I ****************************HYDROGRAPH DATA**************************** Number of intervals = 40 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1395.4 (CFS) Total volume = 164.33 (Ac.Ft) status of hydrographs being held in storage stream 1 stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** PRINT CURRENT HYDROGRAPH **** I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T 0 F S TOR M Run 0 f f H Y d r 0 g rap h Hydrograph in 10 Minute intervals (CFS) I Time (h+m) Volume (Ac.Ft) Q(CFS) 0 348.9 697.7 1046.6 1395.4 ----------------------------------------------------------------------- 1+ 0 0.0000 0.00 Q I I I 1+10 0.0000 0.00 Q I I I 1+20 0.0000 0.00 Q I I I 1+30 0.0000 0.00 Q I I I 1+40 0.0055 0.40 Q I I I 1+50 0.4642 33.30 Q I I I 2+ 0 2.6377 157.80 V Q I I I 2+10 7.6460 363.60 V Q I I 2+20 14.9890 533.10 I V I Q I I 2+30 24.6915 704.40 I V I Q I 2+40 36.7107 872.60 I V I I Q I 2+50 51.7961 1095.20 I V I IQ 3+ 0 69.7438 1303.00 I V I I Q 5&' '\0 I I I I I I I. I 3+10 88.9642 1395.40 I V I Q 3+20 106.9835 1308.20 I I V I Q I 3+30 121. 8857 1081. 90 I I VIQ I 3+40 133.2562 825.50 I I Q V I 3+50 141.4435 594.40 I Q I V I 4+ 0 147.0978 410.50 IQ I V I 4+10 151.7658 338.90 QI I V I 4+20 155.2658 254.10 Q V 1 4+30 157.8251 185.80 Q V I 4+40 159.6391 131.70 Q V I 4+50 160.8953 91.20 Q VI 5+ 0 161. 9545 76.90 Q VI 5+10 162.7975 61. 20 Q VI 5+20 163.4201 45.20 Q VI 5+30 163.8237 29.30 Q VI 5+40 164.0207 14.30 Q vI 5+50 164.1226 7.40 Q vI 6+ 0 164.2094 6.30 Q VI 6+10 164.2782 5.00 Q VI 6+20 164.3292 3.70 Q V 6+30 164.3292 0.00 Q V ----------------------------------------------------------------------- I II I I I ****************************HYDROGRAPH DATA**************************** Number of intervals = 40 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1395.4 (CFS) Total volume = 164.33 (Ac.Ft) status of hydrographs being held in storage stream 1 Stream 2 Stream 3 Stream 4 stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I -------------------------------------------------------------------- I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** ADD/COMBINE/RECOVER HYDRO GRAPHS **** ********************* HYDROGRAPH INFORMATION ********************** I From study/file name: 821003.rte ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T 0 F S TOR M Run 0 f f H Y d r 0 g rap h I Hydrograph in 10 Minute intervals (CFS) I Time (h+m) Add q(CFS) Tot. Q o 358.2 716.4 1074.6 1432.7 I 0+10 8.5373 8.54 Q 0+20 20.2099 20.21 Q 0+30 28.3779 28.38 Q 0+40 36.9946 36.99 IQ 0+50 39.3229 39.32 IQ 1+ 0 41.1253 41.13 IQ 1+10 50.3208 50.32 IQ 1+20 59.7995 59.80 IQ 1+30 68.8088 68.81 IQ 61 ,,\ I I I I I 1+40 79.5656 79.97 I Q I I 1+50 90.6100 123.91 I qQ I I 2+ 0 101.3536 259.15 I q Q I I 2+10 110.4681 474.07 I q Q I I 2+20 134.9604 668.06 I q Q I I 2+30 194.7384 899.14 I q Q I I 2+40 258.7068 1131. 31 I q IQ I 2+50 194.6215 1289.82 I q I Q I 3+ 0 81;5061 1384.51 I q I Q I 3+10 37.3376 1432.74 Iq I Q 3+20 14.5421 1322.74 q I Q 3+30 5.2891 1087.19 q Q 3+40 1.0443 826.54 q Q 3+50 0.2206 594.62 q Q 4+ 0 0.0000 410.50 q Q 4+10 0.0000 338.90 q Q 4+20 0.0000 254.10 q Q 4+30 0.0000 185.80 q Q 4+40 0.0000 131. 70 q Q 4+50 0.0000 91. 20 q Q 5+ 0 0.0000 76.90 q Q 5+10 0.0000 61. 20 qQ 5+20 0.0000 45.20 qQ 5+30 0.0000 29.30 Q 5+40 0.0000 14.30 Q 5+50 0.0000 7.40 Q 6+ 0 0.0000 6.30 Q 6+10 0.0000 5.00 Q 6+20 0.0000 3.70 Q 6+30 0.0000 0.00 Q 6+40 0.0000 0.00 Q ----------------------------------------------------------------------- I I I I I I I I ****************************HYDROGRAPH DATA*********************'-.***** I Number of intervals = 40 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1432.7 (CFS) Total volume = 187.17 (Ac.Ft) status of hydrographs being held in storage Stream 1 stream 2 stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I Peak (CFS) Vol (Ac.Ft) *********************************************************************** I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** RETARDING BASIN ROUTING **** I User entry of depth-outf1ow-storage data I Total number of inflow hydrograph intervals = 40 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I Initial basin depth = Initial basin storage = Initial basin outflow 0.00 (Ft.) 0.00 (Ac. Ft) 0.00 (CFS) I I ~/b ,\'V I I I I I I I I I I I I I I I I I I I --------------------------------------------------------------------- Depth vs. Storage and Basin Depth Storage (Ft.) (Ac. Ft) Depth vs. Discharge data: Outflow (S-0*dt/2) (CFS) (Ac.Ft) (S+0*dt/2) (Ac.Ft) 0.000 4.900 9.900 14.900 17.900 19.900 0.000 5.500 35.900 95.400 144.600 181. 500 0.000 162.000 417.000 502.000 556.000 592.000 0.000 4.384 33.028 91.943 140.771 177.423 0.000 6.616 38.772 98.857 148.429 185.577 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 111= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time (Hours) 0.167 0.333 0.500 0.667 0.833 1. 000 1.167 1. 333 1. 500 1.667 1. 833 2.000 2.167 2.333 2.500 2.667 2.833 3.000 3.167 3.333 3.500 3.667 3.833 4.000 4.167 4.333 4.500 4.667 4.833 5.000 5.167 5.333 5.500 5.667 5.833 6.000 6.167 6.333 6.500 6.667 6.833 Inflow (CFS) 8.5 20.2 28.4 37.0 39.3 41.1 50.3 59.8 68.8 80.0 123.9 259.2 474.1 668.1 899.1 1131.3 1289.8 1384.5 1432.7 1322.7 1087.2 826.5 594.6 410.5 338.9 254.1 185.8 131.7 91.2 76.9 61.2 45.2 29.3 14.3 7.4 6.3 5.0 3.7 0.0 0.0 0.0 Outflow (CFS) 1.4 5.8 12.0 19.0 25.5 30.4 35.6 42.2 49.6 58.0 72.8 112.9 173.8 217.2 279.1 359.5 423.3 441.1 460.0 477.9 492.0 501.1 504.4 504.4 502.5 498.6 493.2 486.6 479.3 471. 6 463.8 455.8 447.6 439.3 431. 0 422.7 403.5 359.9 320.8 285.8 254.6 Storage (Ac.Ft) 0.049 0.197 0.409 0.645 0.865 1. 034 1. 209 1. 431 1. 685 1. 968 2.472 3.831 6.907 12.080 19.456 29.042 40.325 52.790 65.986 78.504 88.422 94.762 97.625 97.599 95.826 93.016 89.215 84.654 79.536 74.144 68.653 63.053 57.344 51. 535 45.691 39.906 34.293 29.095 24.432 20.255 16.534 .0 358.2 716.4 o I o I o I o I o I o I OI I OI I 10 I 10 I 10I I I 0 I I I 0 I I I 0 I I I 0 I I 0 I 10 I 10 I I 0 I I 0 I I 0 I I 0 I 1 I 0 I I I I 0 I I I 0 I I I 0 I I I 0 I I I 0 I I I 0 I I I 0 I I I 0 I I I 0 I 10 I 10 I 10 I 10 I 10 I 0 I 01 I 0 I I 0 I '5'1 I 1074.6 I I I I I I I I I I I I I I I II I I I I I I I I I Depth 1432.7 (Ft.) I 0.0 I 0.2 I 0.4 I 0.6 I 0.8 I 0.9 I 1.1 I 1. 3 I 1. 5 I 1. 8 I 2.2 I 3.4 I 5.1 I 6.0 I 7.2 I 8.8 I 10.3 I I 11. 3 I 12.4 I 13.5 I 14.3 I 14.8 I 15.0 I 15.0 I 14.9 I 14.7 14.4 14.0 13.6 13.1 12.7 12.2 11. 7 11.2 10.7 10.2 9.6 8.8 8.0 7.3 6.7 ,,'? I I I 7.000 0.0 226.7 13.219 I 0 6.2 7.167 0.0 202.0 10.266 I 0 5.7 7.333 0.0 179.9 7.636 I 0 5.3 7.500 0.0 156.6 5.318 I 0 4.7 7.667 0.0 103.8 3.524 I 0 3.1 7.833 0.0 68.8 2.336 10 2.1 8.000 0.0 45.6 1. 548 10 1.4 8.167 0.0 30.2 1. 026 0 0.9 8.333 0.0 20.0 0.680 0 0.6 8.500 0.0 13.3 0.451 0 0.4 8.667 0.0 8.8 0.299 0 0.3 8.833 0.0 5.8 0.198 0 0.2 9.000 0.0 3.9 0.131 0 0.1 9.167 0.0 2.6 0.087 0 0.1 9.333 0.0 1.7 0.058 0 0.1 9.500 0.0 1.1 0.038 0 0.0 9.667 0.0 0.7 0.025 0 0.0 9.833 0.0 0.5 0.017 0 0.0 10.000 0.0 0.3 0.011 0 0.0 I I I I I ****************************HYDROGRAPH DATA*********************~****** Number of intervals = 60 Time interval; 10.0 (Min.) Maximum/Peak flow rate; 504.4 (eFS) Total volume; 187.16 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 stream 3 stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Peak (CFS) Vol (Ac.Ft) I I *********************************************************************** I I I I I I I I I (PO ,,\1>.... I I I I I I I I I I I 1 I I I I I I I I ~ ~ , APPENDIX "E" ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100- YEAR 6-HOUR ii1 ri1 11 ~\,S I I I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 study date: 10/10/96 I I PASEO DEL SOL ROUTE OFFSITE AREA BASIN I 100 YEAR 6 HOUR STORM EVENT FILE:\PASEO\RAX6.HYD I The Kieth Companies, Moreno Valley Office - SIN 538 ********************* HYDROGRAPH INFORMATION ********************** I From study/file name: A100X6.rte ****************************HYDROGRAPH DATA*.********..**.*..***.**.*** Number of intervals = 73 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 2060.4 (CFS) Total volume = 426.08 (Ac.Ft) Status of hydro graphs being held in storage stream 1 Stream 2 stream 3 Stream 4 Stream 5 'Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** I User entry of depth-out flow-storage data I Total number of inflow hydro graph intervals = 73 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ac.Ft) 0.00 (CFS) I Depth vs. Storage and Basin Depth Storage (Ft.) (Ac. Ft) Depth vs. Discharge data: Outflow (S-O*dt/2) (CFS) (Ac. Ft) (S+O*dt/2) (Ac.Ft) I 0.000 0.000 0.000 0.000 0.000 1. 000 0.180 7.000 0.132 0.228 1. 500 0.720 16.000 0.610 0.830 2.000 1.850 28.000 1. 657 2.043 2.500 3.560 43.000 3.264 3.856 3.000 5.860 60.000 5.447 6.273 3.500 8.730 83.000 8.158 9.302 4.000 12.180 109.000 11.429 12.931 b\ ,(, I I I I I I I I I I I I I 4.500 5.000 5.500 6.000 6.500 7.000 7.500 8.000 8.500 16.210 20.810 26.130 32.300 39.320 47.200 55.830 65.140 75.130 141. 000 176.000 214.000 339.000 706.000 1409.000 2528.000 4587.000 7447.000 15.239 19.598 24.656 29.965 34.458 37.496 38.420 33.549 23.842 Hydrograph Detention Basin Routing 17.181 22.022 27.604 34.635 44.182 56.904 73.240 96.731 126.418 Graph values: '11= unit inflow; 'O'=outflow at time shown Time (Hours) 0.167 0.333 0.500 0.667 0.833 1. 000 1.167 1.333 1. 500 1.667 1. 833 2.000 2.167 2.333 2.500 2.667 2.833 3.000 3.167 3.333 3.500 3.667 3.833 4.000 4.167 4.333 4.500 4.667 4.833 5.000 5.167 5.333 5.500 5.667 5.833 6.000 6.167 6.333 6.500 6.667 6.833 7.000 7.167 7.333 I I I I I I I I I Inflow (CFS) 1.3 6.2 16.8 34.9 59.3 86.7 114.6 141. 8 167.1 190.5 210.4 226.2 239.8 253.9 270.0 287.7 306.6 327.1 349.3 374.7 405.9 444.6 494.4 557.3 632.1 716.3 808.0 908.5 1018.5 1135.4 1266.9 1433.5 1665.3 1909.2 2060.4 2032.8 1781. 9 1373.6 1000.5 754.4 597.9 502.9 433.2 378.0 Outflow (CFS) 0.3 1.8 5.9 10.6 17.4 25.0 34.1 44.5 55.2 67.7 81. 6 95.2 108.8 123.1 137.5 151. 7 166.2 180.9 195.6 211.2 250.7 293.4 336.5 433.9 519.1 601. 2 686.4 808.6 926.5 1041.0 1162.9 1305.4 1510.8 1771.6 1972.7 2042.4 1915.0 1596.8 1248.6 966.1 745.4 630.2 544.3 470.9 storage (Ac.Ft) 0.007 0.045 0.151 0.394 0.850 1. 564 2.543 3.767 5.207 6.824 8.556 10.345 12.150 13.954 15.768 17 . 617 19.521 21.494 23.560 25.744 27.939 30.050 32.178 34.115 35.744 37.315 38.945 40.470 41. 792 43.075 44.441 46.039 47.985 49.997 51.548 52.085 51.102 48.648 45.402 42.235 39.761 37.869 36.228 34.823 .0 o o o o o 01 01 o I o I 101 o I o I o I o I o I o I o I o I o I o I o I o I o I o I 01 10 I 101 o 515.1 1 I I I I 1 I 1 I 0 110 I 0 I 01 tp1- 1030.2 1 I I 1 I I I I 1 I I I 1 01 01 1 01 I 0 1 1 1 I I I II 0 01 I I I 1 Depth 1545.3 2060.4 (Ft.) I 0.0 I 0.3 0.8 1.2 1.6 1.9 2.2 2.5 2.9 3.2 3.5 3.7 4.0 4.2 4.4 4.7 4.9 5.1 5.3 5.5 5.6 5.8 6.0 6.1 6.2 1 6.4 I 6.5 I 6.6 1 6.7 I 6.7 1 I 6.8 1 I I 6.9 011 I 7.0 I 0 I 1 7.2 1 0 I 7.3 I 01 7.3 I I 0 I 7.2 I 0 1 7.1 1 1 6.9 I 1 6.7 1 1 6.5 I I 6.4 I I 6.3 1 1 6.2 '\\. I I 7.500 332.5 409.7 33.652 10 6.1 7.667 292.3 358.2 32.667 10 6.0 I 7.833 258.8 327.6 31.739 10 6.0 8.000 231. 8 307.5 30.744 10 5.9 8.167 208.3 286.1 29.688 10 5.8 8.333 183.5 264.0 28.598 I 0 5.7 I 8.500 165.5 242.1 27.516 10 5.6 8.667 147.6 221.1 26.482 10 5.5 8.833 135.0 209.2 25.465 10 5.4 I 9.000 125.0 201. 8 24.424 I 0 5.3 9.167 114.3 194.1 23.346 I 0 5.2 9.333 103.0 186.1 22.224 10 5.1 9.500 90.8 177.7 21. 053 10 5.0 I 9.667 82.2 168.8 19.859 10 4.9 9.833 73.7 159.7 18.670 10 4.8 10.000 66.2 150.8 17.496 110 4.6 10.167 58.9 142.0 16.341 I 0 4.5 I 10.333 51. 9 133.1 15.210 I 0 4.4 10.500 45.9 124.3 14.110 10 4.2 10.667 39.7 115.9 13.046 10 4.1 10.833 35.6 107.8 12.024 10 4.0 I 11.000 31. 9 100.5 11. 054 10 3.8 11.167 28.0 93.6 10.130 10 3.7 11. 333 23.7 86.9 9.244 10 3.6 11. 500 17.9 80.2 8.380 10 3.4 I 11.667 10.5 73.3 7.519 10 3.3 11.833 1.9 66.3 6.643 10 3.1 12.000 0.2 59.5 5.791 0 3.0 12.167 0.0 53.7 5.013 0 2.8 I 12.333 0.0 48.5 4.309 0 2.7 12.500 0.0 43.8 3.673 0 2.5 12.667 0.0 39.0 3.102 0 2.4 12.833 0.0 34.5 2.596 0 2.2 I 13.000 0.0 30.6 2.147 0 2.1 13 .167 0.0 26.9 1. 751 0 2.0 13.333 0.0 23.3 1. 405 0 1.8 13.500 0.0 20.1 1.106 0 1.7 I 13.667 0.0 17.4 0.848 0 1.6 13.833 0.0 14.5 0.629 0 1.4 14.000 0.0 11.5 0.450 0 1.2 I 14.167 0.0 9.1 0.308 0 1.1 14.333 0.0 7.3 0.195 0 1.0 14.500 0.0 4.5 0.114 0 0.6 14.667 0.0 2.6 0.066 0 0.4 I 14.833 0.0 1.5 0.038 0 0.2 15.000 0.0 0.9 0.022 0 0.1 15.167 0.0 0.5 0.013 0 0.1 15.333 0.0 0.3 0.007 0 0.0 I 15.500 0.0 0.2 0.004 0 0.0 15.667 0.0 0.1 0.002 0 0.0 ****************************HYDROGRAPH DATA****************....****.*** I Number of intervals = 94 Time interval = 10.0 (Min. ) Maximum/Peak flow rate = 2042.4 (CFS) Total volume = 426.07 (Ae.Ft) I Status of hydrographs being held in storage Stream 1 stream 2 stream 3 Stream 4 stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 I *********************************************************************** 03 \'0 I I I I I I I I I I I II I I I I I I I I &4- 1<\ I I I I I I I I I I I I I I I I I I I 100 YEAR. 6 HOUR STORM AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD ENTERING SOUTHERLY PORTION OF TRACT 24182 OUTFLOW PER I AMOUNT ! AMOUNT AMOUNT I AMOUNT I AMOUNT TIME HYDROGRAPH T DEPTH THRU 72" ! THRU 36" OVER ACROSS ACROSS (HOURS) (C.F.S.) I (FT.) (C.F.S.) (C.F.S.) ROADWAY BUT. STG. S.H.79 (C.F.S.) (C.F.S.) (C.F.S.) 3.000 ! 180.9 5.1 162.0 18.9 0.0 0.0 0.0 3.167 : 195.6 5.3 172.0 23.6 0.0 0.0 0.0 3.333 i 211.2 5.5 182.0 27.0 2.2 2.2 0.0 3.500 : 250.7 5.6 186.0 28.8 35.9 35.9 0.0 3.667 ' 293.4 5.8 195.8 32.4 65.2 65.2 0.0 3.833 : 336.5 6.0 205.0 36.0 95.5 95.5 0.0 4.000 ; 433.9 6.1 208.0 37.6 188.3 188.3 0.0 4.167 : 519.1 6.2 211.0 39.2 268.9 264.5 4.4 4.333 : 601.2 6.4 217.0 42.4 341.8 325.2 16.6 4.500, 686.4 6.5 220.0 44.0 422.4 392.7 29.7 4.667 808.6 6.6 221.0 45.4 542.2 495.7 46.5 4.833 926.5 6.7 222.0 46.8 657.7 601.3 56.4 5.000 . 1041.0 6.7 222.0 46.8 772.2 697.0 75.2 5.167 1162.9 6.8 223.0 48.2 891.7 796.7 95.0 5.333 : 1305.4 6.9 224.0 49.6 1031.8 914.5 117.3 5.500 1510.8 7.0 225.0 51.0 1234.8 1087.0 147.8 5.667 1771.6 7.2 227.8 53.4 1490.4 1286.7 203.7 5.833 1972.7 7.3 229.2 54.6 1688.9 1436.1 252.8 6.000 2042.4 7.3 229.2 54.6 1758.6 1495.3 263.3 6.167 1915.0 7.2 227.8 53.4 1633.8 1389.2 244.6 6.333 1596.8 7.1 226.4 52.2 1318.2 1160.4 157.8 6.500 1248.6 6.9 224.0 49.6 975.0 871.2 103,8 6.667 ' 966.1 6.7 222.0 46.8 697.3 637.5 59.8 6.833 745.4 6.5 220.0 44.0 481.4 447.6 33.8 7.000 630.2 6.4 217.0 42.4 370.8 352.8 18.0 7.167 544.3 6.3 214.0 40.8 289.5 284.8 4.7 7.333. 470.9 6.2 211.0 39.2 220.7 220.7 0.0 7.500 409.7 6.1 208.0 37.6 164.1 164.1 0.0 7.667. 358.2 6.0 205.0 36.0 117.2 117.2 0.0 7.833 327.6 6.0 205.0 36.0 86.6 86.6 0.0 8.000 . 307.5 5.9 200.4 34.2 72.9 72.9 0.0 8.167 286.1 5.8 195.8 32.4 57.9 57.9 0.0 8.333 . 264.0 5.7 191.2 30.6 42.2 42.2 0.0 8.500. 242.1 5.6 186.6 28.8 26.7 26.7 0.0 8.667-; 221.1 5.5 182.0 27.0 12.1 12.1 0.0 8.833 . 209.2 5.4 178.5 25.4 5.3 5.3 0.0 9.000, 201.8 5.3 177.3 24.5 0.0 0.0 0.0 9.167 : 194.1 5.2 170.2 23.9 0.0 0.0 0.0 9.333 I 186.1 5.1 . 164.6 21.5 0.0 (l.0 0.0 9.500 I 177.7 5.0 158.1 19.6 0.0 0.0 0.0 9.667 ' 168.8 4.9 151.4 17.4 0.0 0.0 0.0 9.833. 159.7 4.8 144.9 14.8 0.0 0.0 0.0 10.000, 150.8 4.6 137.4 13.4 0.0 0.0 0.0 1 0/1 0/96 PALOHYD.XLS, Due6 05 ~ I I I I I I I I I I I I I I I I I I I ~ ~ APPENDIX "F" COMBINE HYDROGRAPHSIROUTING CALCULATIONS FOR ONSITE AND OFF SITE FLOW AT POINT 2 100- YEAR 6-HOUR ~ ~ Ir *6\ I I I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 study date: 11/07/96 I I PASEO DEL SOL INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182 100 YEAR 6 HOUR STORM EVENT FILE:\PASEO\R82X6.HYD I The Kieth Companies, Moreno Valley Office - SiN 538 ********************* HYDRO GRAPH INFORMA.TION *******************,*** I From study/file name: ********************** Hydrograph From manual OFFX6.rte Information ************************ input hydrograph I ****************************HYDROGRAPH DATA**************************** Number of intervals = 56 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1495.3 (CFS) Total volume = 222.16 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/station 2.000 **** PRINT CURRENT HYDROGRAPH **** I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T 0 F S TOR M Run 0 f f H Y d r 0 g rap h Hydrograph in 10 Minute intervals (CFS) I Time (h+m) Volume (Ac.Ft) Q (CFS) 0 373.8 747.7 1121. 5 1495.3 I 3+10 0.0000 0.00 Q I I 3+20 0.0303 2.20 Q I I 3+30 0.5248 35.90 Q I I 3+40 1.4229 65.20 VQ I I 3+50 2.7383 95.50 V Q I I 4+0 5.3320 188.30 V Q I I 4+10 8.9752 264.50 IV Q I I 4+20 13.4545 325.20 IV Q I I 4+30 18.8636 392.70 I V Q I 4+40 25.6915 495.70 I V I Q I 4+50 33.9738 601. 30 I V I Q I 5+ 0 43.5744 697.00 I V I Q I 5+10 54.5482 796.70 I VI IQ foiP ~V I I I I ****************************HYDROGRAPH DATA**************************** Number of intervals = 56 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1495.3 (CFSI Total volume = 222.16 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I. 5+20 5+30 5+40 5+50 6+ 0 6+10 6+20 6+30 6+40 6+50 7+ 0 7+10 7+20 7+30 7+40 7+50 8+ 0 8+10 8+20 8+30 8+40 8+50 9+ 0 9+10 9+20 I I I . I I . I . I 67.1446 82.1171 99.8402 119.6212 140.2176 159.3526 175.3361 187.3361 196.1171 202.2824 207.1419 211. 0647 214.1047 216.3650 217.9793 219.1722 220.1763 220.9738 221. 5551 221. 9229 222.0895 222.1625 222.1625 222.1625 222.1625 914.50 1087.00 1286.70 1436.10 1495.30 1389.20 1160.40 871.20 637.50 447.60 352.80 284.80 220.70 164.10 117.20 86.60 72.90 57.90 42.20 26.70 12.10 5.30 0.00 0.00 0.00 V I Q I I V I V I I I Q I I I I I I I I I I I I I I I I I I QI I I I VI Q I I I I I I I I I I I I I I I I I I I I Q I Q I Q Q I I V I V I V I V I VI VI VI VI VI VI VI VI VI VI V V V V I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** ADD/COMBINE/RECOVER HYDRO GRAPHS **** V V Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q I ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 821006.rte ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T 0 F S TOR M Run 0 f f H Y d r 0 g rap h I I Hydrograph in 10 Time (h+m) Add q(CFS) Tot. Q . 0+10 0+20 0+30 0+40 0+50 I I 1.1667 3.9262 7.0562 10.3479 12.5553 1.17 Q 3.93 Q 7.06 Q 10.35 Q 12.56 Q Minute intervals (CFS) o 381. 8 763.5 (p1 1145.3 1527.1 %~ . - _u_ ____u._._ I I 1+0 14.3718 14.37 Q I I 1+10 17.4070 17 .41 Q I I I 1+20 19.4888 19.49 Q I I 1+30 20.0608 20.06 Q I I 1+40 20.3031 20.30 Q I I 1+50 20.4200 20.42 Q I I I 2+ 0 21. 6210 21. 62 Q I I 2+10 23.2129 23.21 Q I I 2+20 24.7502 24.75 Q I I 2+30 26.5042 26.50 Q I I I 2+40 26.9574 26.96 Q I I 2+50 29.4849 29.48 Q I I 3+ 0 32.7487 32.75 Q I I I 3+10 34.6959 34.70 Q I I 3+20 37.7763 39.98 qQ I I 3+30 43.3943 79.29 IqQ I I 3+40 52.2714 117.47 Iq Q I I I 3+50 60.7369 156.24 Iq Q I I 4+ 0 67.9718 256.27 Iq Q I I 4+10 76.1581 340.66 Iq Q I I 4+20 87.0119 412.21 I q Q I I I 4+30 98.5861 491. 29 I q I Q I I 4+40 109.0671 604.77 I q I Q I I 4+50 119.4173 720.72 I q I Q I I 5+ 0 129.7221 826.72 I q I Q I I I 5+10 155.1191 951.82 I q I Q I I 5+20 198.8445 1113.34 I q I QI I 5+30 253.5504 1340.55 I q I I Q I 5+40 209.4198 1496.12 I q I I QI I 5+50 82.1104 1518.21 I q I QI 6+ O. 31.7627 1527.06 q I Q 6+10 14.1517 1403.35 q I Q I 6+20 5.2105 1165.61 q Q I I 6+30 0.8232 872.02 q Q I I 6+40 0.0769 637.58 q Q I I 6+50 0.0184 447.62 q Q I I 7+ 0 0.0000 352.80 q Q I I I 7+10 0.0000 284.80 q Q I I 7+20 0.0000 220.70 q Q I I 7+30 0.0000 164.10 q Q I I 7+40 0.0000 117.20 q Q I 7+50 0.0000 86.60 q Q I 8+ 0 0.0000 72.90 qQ I 8+10 0.0000 57.90 qQ I I 8+20 0.0000 42.20 qQ I 8+30 0.0000 26.70 Q I 8+40 0.0000 12.10 Q I 8+50 0.0000 5.30 Q I I 9+ 0 0.0000 0.00 Q I 9+10 0.0000 0.00 Q I 9+20 0.0000 0.00 Q I ----------------------------------------------------------------------- I ****************************HYDROGRAPH DATA**************************** Number of intervals ; 56 Time interval = 10.0 (Min. ) Maximum/Peak flow rate ; 1527.1 (CFS) I Total volume = 252.47 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 I Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 bB I ~A.- I I ****************************************************************,******* I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** RETARDING BASIN ROUTING **** I User entry of depth-outflow-storage data I Total number of inflow hydrograph intervals = 56 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ac.Ft) 0.00 (CFSl I Depth vs. Storage and Basin Depth Storage (Ft.) (Ac. Ft) Depth vs. Discharge data: Outflow (S-0*dt/2) (CFS) (Ac.Ft) (S+O*dt/2) (Ac.Ft) I 0.000 0.000 0.000 0.000 0.000 4.900 5.500 162.000 4.384 6.616 9.900 35.900 417.000 33.028 38.772 14.900 95.400 502.000 91. 943 98.857 17.900 144.600 556.000 140.771 148.429 19.900 181. 500 592.000 177.423 185.577 I I Hydrograph Detention Basin Routing I Graph values: 'II= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 381.8 763.5 1145.3 1527.1 (Ft. ) 0.167 1.2 0.2 0.007 0 I 0.0 0.333 3.9 1.0 0.034 0 I 0.0 0.500 7.1 2.5 0.085 0 I 0.1 0.667 10.3 4.6 0.156 0 I 0.1 0.833 12.6 6.9 0.235 0 I 0.2 1. 000 14.4 9.1 0.310 0 I 0.3 1.167 17.4 11.4 0.387 0 I 0.3 1.333 19.5 13.8 0.468 0 I 0.4 1. 500 20.1 15.8 0.536 0 I 0.5 1.667 20.3 17.3 0.587 0 I 0.5 1. 833 20.4 18.3 0.622 0 I 0.6 2.000 21. 6 19.2 0.653 0 I 0.6 2.167 23.2 20.3 0.689 0 I 0.6 2.333 24.8 21.5 0.731 0 I 0.7 2.500 26.5 22.9 0.778 0 I 0.7 2.667 27.0 24.2 0.822 0 I 0.7 2.833 29.5 25.6 0.868 0 I 0.8 3.000 32.7 27.4 0.931 0 I 0.8 3.167 34.7 29.6 1. 003 0 I 0.9 3.333 40.0 32.2 1. 093 0 I 1.0 3.500 79.3 41. 4 1. 407 01 I 1.3 b1 ~t' I I I I I I I ----- ---- I I 3.667 117.5 60.6 2.059 101 I I I 1.8 3.833 156.2 86.4 2.932 10 I I I I 2.6 I 4.000 256.3 126.8 4.305 I 0 I I I I 3.8 4.167 340.7 169.3 6.376 I 0 II I I 5.0 4.333 412.2 192.0 9.073 I 0 I I I 5.5 4.500 491. 3 220.3 12.456 I 0 I I I I 6.0 I 4.667 604.8 256.1 16.723 I 0 I I I I 6.7 4.833 720.7 300.6 22.017 I 0 I I I I 7.6 5.000 826.7 352.2 28.179 I 01 I I I 8.6 5.167 951. 8 410.9 35.172 I 0 I I I 9.8 I 5.333 1113.3 428.0 43.617 0 II I 10.5 5.500 1340.6 443.6 54.515 0 I I I 11. 5 5.667 1496.1 462.6 67.810 0 I II 12.6 I 5.833 1518.2 482.9 82.058 0 I II 13.8 6.000 1527.1 502.9 96.241 0 I I 15.0 6.167 1403.4 517.4 109.396 0 I I I 15.8 6.333 1165.6 528.9 119.883 0 I I 16.4 I 6.500 872 .0 536.2 126.581 0 I I 16.8 6.667 637.6 539.5 129.570 o I 17.0 6.833 447.6 539.5 129.612 I 0 17.0 7.000 352.8 537.5 127.707 I 0 16.9 I 7.167 284.8 534.2 124.7l8 I 0 16.7 7.333 220.7 530.0 120.870 I 0 16.5 7.500 164.1 524.9 116.256 I 0 16.2 7.667 117.2 519.1 111. 003 I 0 15.9 I 7.833 86.6 512.9 105.299 I 0 15.5 8.000 72.9 506.4 99.378 I 0 15.1 8.167 57.9 499.1 93.354 I 0 14.7 8.333 42.2 490.3 87.230 I 0 14.2 I 8.500 26.7 481.4 81.012 I I 0 13.7 8.667 12.1 472.4 74.709 I 10 13.2 8.833 5.3 463.4 68.384 I 10 12.6 9.000 0.0 454.4 62.099 I 10 12.1 I 9.167 0.0 445.6 55.901 I 10 11. 6 9.333 0.0 436.9 49.823 I 10 I 11.1 9.500 0.0 428.4 43.864 I 0 I 10.6 9.667 0.0 420.0 38.021 I 0 I 10.1 I 9.833 0.0 388.1 32.455 I 0 I 9.3 10.000 0.0 345.7 27.402 I 01 I 8.5 10.167 0.0 308.0 22.900 I 0 I I 7.8 I 10.333 0.0 274.3 18.890 I 0 I I 7.1 10.500 0.0 244.4 15.318 I 0 I I 6.5 10.667 0.0 217.7 12.136 I 0 I I 6.0 10.833 0.0 193.9 9.301 I 0 I I 5.5 I 11. 000 0.0 172.7 6.777 I 0 I I 5.1 11.167 0.0 136.8 4.645 I 0 I I 4.1 11. 333 0.0 90.7 3.078 10 I I 2.7 11.500 0.0 60.1 2.040 10 I I 1.8 I 11. 667 0.0 39.8 1. 352 0 I I 1.2 11. 833 0.0 26.4 0.896 0 I I 0.8 12.000 0.0 17.5 0.594 0 I I 0.5 12.167 0.0 11. 6 0.393 0 I I 0.4 I 12.333 0.0 7.7 0.261 0 I I 0.2 12.500 0.0 5.1 0.173 0 I I 0.2 12.667 0.0 3.4 0.115 0 I I 0.1 12.833 0.0 2.2 0.076 0 I I 0.1 I 13.000 0.0 1.5 0.050 0 I I 0.0 13 .167 0.0 1.0 0.033 0 I I 0.0 13.333 0.0 0.7 0.022 0 I 1 0.0 13.500 0.0 0.4 0.015 0 I 1 0.0 I 13.667 0.0 0.3 0.010 0 I I 0.0 '70 ~c. I I I ****************************HYDROGRAPH DATA*********************'k****** I Number of intervals = 82 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 539.5 (CFS) Total volume = 252.46 (Ac.Ft) Status of hydro graphs being held in storage Stream 1 stream 2 stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I Peak (CFS) Vol (Ac.Ft) ********************************~************************************** I I I I I I I I I I I I I I 11 ~ I I I I I I I I I I I I I I I I I I I I ~ ~ APPENDIX "G" ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1 100- YEAR 24-HOUR il ~ 1 2>fb I I I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 Study date: 10/29/96 I I PASEO DEL SOL ROUTE OFFSITE AREA BASIN I 100 YEAR 24 HOUR STORM EVENT FILE:\PASEO\RAX24.HYD I The Kieth Companies, Moreno Valley Office - SiN 538 ********************* HYDROGRAPH INFORMATION ********************** I From study/file name: Al0024.rte ****************************HYOROGRAPH DATA**************************** Number of intervals = 120 Time interval = 15.0 IMin.) Maximum/Peak flow rate = 1129.0 (CFS) Total volume = 552.01 (Ac.Ft) Status of hydro graphs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Peak ICFS) Vol (Ac.Ft) I I *********************************************************************** I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** I User entry of depth-outflow-storage data I Total number of inflow hydrograph intervals = 120 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ac. Ft) 0.00 (CFS) I Depth vs. Storage and Basin Depth storage (Ft.) IAc.Ft) Depth vs. Discharge data: Outflow (S-O*dt/2) (CFS) (Ac.Ft) IS+O*dt/2) (Ac.Ft) I 0.000 0.000 0.000 0.000 0.000 1. 000 0.180 7.000 0.108 0.252 1. 500 0.720 16.000 0.555 0.885 2.000 1. 850 28.000 1. 561 2.139 2.500 3.560 43.000 3.116 4.004 3.000 5.860 60.000 5.240 6.480 3.500 8.730 83.000 7.873 9.587 4.000 12.180 109.000 11.054 13.306 11- ~\ I I I I I I 4.500 16.210 141. 000 14.753 17.667 5.000 20.810 176.000 18.992 22.628 I 5.500 26.130 214.000 23.919 28.341 6.000 .32.300 339.000 28.798 35.802 6.500 39.320 706.000 32.027 46.613 7.000 47.200 1409.000 32.644 61. 756 I 7.500 55.830 2528.000 29.714 81. 946 8.000 65.140 4587.000 17.754 112.526 8.500 75.130 7447.000 -1. 802 152.062 -------------------------------------------------------------------- I Hydrograph Detention Basin Routing --------------------------------------------------------------------- I Graph values: '1'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 282.2 564.5 846.7 1129.0 (Ft. ) I 0.250 0.3 0.1 0.003 0 1 I I 1 0.0 0.500 1.8 0.7 0.017 0 1 I 1 1 0.1 0.750 4.8 2.2 0.056 0 1 I 1 1 0.3 1. 000 8.3 4.7 0.120 0 1 I I I 0.7 I 1. 250 11.2 7.3 0.197 0 I I I 1.0 1. 500 13.0 8.7 0.282 0 I I I 1.1 1. 750 13.9 10.1 0.365 0 1 I I 1.2 2.000 14.2 11.2 0.435 0 1 I I 1.2 I 2.250 15.1 12.2 0.495 0 1 1 I 1.3 2.500 16.5 13.3 0.558 0 1 1 I 1.3 2.750 18.1 14.5 0.628 0 1 I 1.4 3.000 19.6 15.8 0.706 0 1 I 1.5 I 3.250 21.3 16.8 0.793 0 I I 1.5 3.500 22.9 17.8 0.892 0 I I 1.6 3.750 23.9 18.9 0.995 0 I I 1.6 4.000 24.7 20.0 1. 095 0 I 1 1.7 I 4.250 25.9 21. 0 1.194 0 I 1.7 4.500 27.6 22.2 1. 300 0 I 1.8 4.750 29.7 23.4 1. 420 0 I 1.8 5.000 31. 9 24.9 1. 557 0 I 1.9 I 5.250 33.9 26.5 1.707 0 I 1.9 5.500 35.0 28.0 1. 855 0 I 2.0 5.750 35.4 29.2 1. 991 01 I I 2.0 I 6.000 36.2 30.3 2.116 01 I I 2.1 6.250 38.2 31. 5 2.245 01 1 I 2.1 6.500 40.5 32.8 2.394 01 I I 2.2 6.750 42.8 34.2 2.561 01 I 1 2.2 I 7.000 45.2 35.9 2.745 10 I I 2.3 7.250 47.4 37.6 2.942 10 I I 2.3 7.500 49.3 39.4 3.146 10 I I 2.4 7.750 53.0 41. 3 3.370 10 I I 2.4 I 8.000 64.2 44.0 3.700 10 I I 2.5 8.250 89.7 48.7 4.332 101 I I 2.7 8.500 130.5 57.4 5.510 10 I 1 I 2.9 8.750 178.0 72.0 7.360 I 0 I 1 1 3.3 I 9.000 224.6 91.3 9.832 I 0 I 1 1 3.7 9.250 271.1 114.2 12.831 I 0 II 1 4.1 9.500 326.6 142.1 16.358 I 0 II 1 4.5 9.750 390.0 173.6 20.498 I 0 I I 1 5.0 I 10.000 455.2 208.0 25.287 I 0 I I I 5.4 10.250 503.0 292.7 30.013 I 0 I I 5.8 10.500 508.6 394.6 33.363 I I 0 I I 6.1 10.750 478.3 463.9 34.689 I I 0 I 6.2 I 11.000 462.3 468.4 34.775 I I 0 I 6.2 I 1?J ~ I I 11. 250 495.0 475.6 34.912 01 1 I I 6.2 11.500 537.8 504.2 35.460 011 I I 6.2 I 11. 750 554.7 533.7 36.024 01 I I 6.3 12.000 552.1 547.5 36.288 01 I I 6.3 12.250 557.1 552.5 36.383 01 I I 6.3 12.500 603.8 572.1 36.758 01 I I 6.3 I 12.750 700.9 628.4 37.836 0 I 1 I 6.4 13.000 813.2 723.3 39.514 0 II I 6.5 13.250 914.5 858.1 41.025 01 I 6.6 I 13.500 1020.3 962.9 42.200 I 01 I 6.7 13.750 11 09.7 1060.9 43.298 I 01 I 6.8 14.000 1129.0 1117.0 43.926 1 01 6.8 14.250 1072.0 1101.2 43.750 I IOI 6.8 I 14.500 1015.5 1046.1 43.132 1 10 I 6.7 14.750 1016.1 1017.0 42.806 I 0 I 6.7 15.000 1034.5 1025.0 42.895 I 0 I 6.7 15.250 1036.4 1035.0 43.008 I 0 I 6.7 I 15.500 1023.0 1029.9 42.951 I 10 6.7 15.750 993.4 1009.1 42.717 I 0 6.7 16.000 944.9 970.7 42.287 I 10 6.7 16.250 861. 9 906.1 41. 563 10 6.6 I 16.500 727.9 799.4 40.367 I 0 6.6 16.750 557.5 664.4 38.524 I 0 6.4 17 . 000 399.8 534.1 36.032 I 0 6.3 17.250 305.7 406.9 33.599 I 0 6.1 I 17.500 249.4 327.7 31. 745 110 6.0 17.750 211.5 294.1 30.082 I 0 5.8 18.000 182.9 260.5 28.426 I 01 5.7 18.250 158.8 229.5 26.894 I 0 I 5.6 I 18.500 137.2 208.9 25.423 I 0 5.4 18.750 118.7 197.8 23.865 I 0 5.3 19.000 102.9 185.9 22.191 I 0 5.1 19.250 88.6 173.3 20.458 I 0 5.0 I 19.500 75.5 160.0 18.710 I 0 4.8 19.750 63.8 146.8 16.979 I 0 4.6 20.000 56.2 133.9 15.318 I 0 4.4 20.250 49.6 121. 6 13.771 I I 0 4.2 I 20.500 42.3 110.2 12.326 I I 0 4.0 20.750 36.6 99.9 10.970 110 3.8 21.000 32.1 90.4 9.714 I 0 3.6 I 21.250 27.9 81. 6 8.557 I 0 3.5 21.500 24.1 73.1 7.495 I 0 3.3 21. 750 20.4 65.3 6.524 10 3.1 22.000 18.0 58.4 5.642 10 3.0 I 22.250 14.5 52.4 4.833 10 2.8 22.500 14.4 47.0 4.105 10 2.6 22.750 14.1 42.3 3.477 10 2.5 23.000 13.6 37.5 2.938 10 2.3 I 23.250 12.8 33.5 2.477 0 2.2 23.500 12.3 30.0 2.081 0 2.1 23.750 12.0 26.9 1. 744 0 2.0 24.000 11.8 23.9 1. 466 0 1.8 I 24.250 11.3 21.5 1. 235 0 1.7 24.500 9.9 19.3 1. 033 0 1.6 24.750 7.5 17.2 0.835 0 1.6 25.000 5.2 14.6 0.637 0 1.4 I 25.250 3.9 11. 6 0.459 0 1.3 25.500 3.1 9.2 0.315 0 1.1 25.750 2.5 7.4 0.201 0 1.0 26.000 2.1 4.8 0.123 0 0.7 I 26.250 1.8 3.1 0.081 0 0.4 I 14 ~\. I I I 26.500 1.5 2.3 0.058 0 0.3 26.750 1.2 1.7 0.045 0 0.2 27.000 1.0 1.4 0.036 0 0.2 27.250 0.9 1.1 0.029 0 0.2 27.500 0.7 0.9 0.024 0 0.1 27.750 0.6 0.8 0.020 0 0.1 28.000 0.5 0.7 0.017 0 0.1 28.250 0.4 0.5 0.014 0 0.1 28.500 0.3 0.4 0.011 0 0.1 28.750 0.3 0.4 0.009 0 0.1 29.000 0.2 0.3 0.007 0 0.0 29.250 0.2 0.2 0.006 0 0.0 29.500 0.1 0.2 0.004 0 0.0 29.750 0.1 0.1 0.003 0 0.0 30.000 0.1 0.1 0.002 0 0.0 30.250 0.0 0.1 0.001 0 0.0 I I I I ****************************HYDROGRAPH DATA**************************** Number of intervals = 121 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 1117.0 (CFS) Total volume = 552.01 (Ac.Ft) Status of hydrographs being held in storage stream 1 stream 2 Stream 3 stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0..000 *********************************************************************** I I I I I I I I I I I 15 I 0..'V- I . I I I I I I I I I , I '. I . I I . I 100 YEAR - 24 HOUR STORM AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD ENTERING SOUTHERLY PORTION OF TRACT 24182 OUTFLOW PER AMOUNT AMOUNT AMOUNT AMOUNT AMOUNT TIME HYDROGRAPH DEPTH THRU 72" THRU 36" OVER ACROSS ACROSS (HOURS) (C.F.S.) (FT.) (C.F.S.) (C.F.S.) ROADWAY BUT. STG. S.H.79 (C.F.S.) (C.F.S.) (C.F.S.) 9.500 142.1 4.5 131.0 11.1 0.0 0.0 9.750 173.6 5.0 155.5 18.1 0.0 0.0 10.000 208.0 5.4 177.0 25.4 5.6 5.6 10.250 292.7 5.8 195.8 32.4 64.5 64.5 10.500 394.6 6.1 208.0 37.6 149.0 14M 10.750 463.9 6.2 211.0 39.2 213.7 213.7 11.000 468.4 6.2 211.0 39.2 218.2 218.2 11.250 475.6 6.2 211.0 39.2 225.4 225.4 11.500 504.2 6.2 211.0 39.2 254.0 254.0 11.750 533.7 6.3 214.0 40.8 278.9 278.9 12.000 547.5 6.3 214.0 40.8 292.7 292.7 12.250 552.5 6.3 214.0 40.8 297.7 297.7 12.500 572.1 6.3 214.0 40.8 317.3 317.3 0.0 12.750 628.4 6.4 217.0 42.4 369.0 363.0 6.0 13.000 723.3 6.5 220.0 44.0 459.3 437.0 22.3 13.250 858.1 6.6 221.0 45.4 591.7 550.2 41.5 13.500 962.9 6.7 222.0 46.8 694.1 634.6 59.5 13.750 1060.9 6.8 223.0 46.8 791.1 714.0 77.1 14.000 1117.0 6.8 223.0 48.2 845.8 763.4 82.4 14.250 1101.2 6.8 223.0 48.2 830.0 749.2 80.8 14.500 1046.1 6.7 222.0 , 46.8 777.3 710.7 66.6 14.750 1017.0 6.7 222.0 46.8 748.2 684.1 64.1 15.000 1025.0 6.7 222.0 46.8 756.2 691.4 64.8 15.250 1035.0 6.7 222.0 46.8 766.2 700.5 65.7 15.500 1029.9 6.7 222.0 46.8 761.1 695.9 65.2 15.750 1009.1 6.7 222.0 46.8 740.3 676.9 63.4 16.000 970.7 6.7 222.0 46.8 701.9 641.7 60.2 16.250 906.1 6.6 221.0 45.4 639.7 594.8 44.9 16.500 799.4 6.6 221.0 45.4 533.0 495.6 37.4 16.750 664.4 6.4 217.0 42.4 405.0 398.4 6.6 17.000 534.1 6.3 214.0 40.8 279.3 279.3 0.0 17 .250 406.9 6.1 208.0 37.6 161.3 161.3 0.0 17.500 327.7 6.0 205.0 36.0 86.7 86.7 0.0 17.750 294.1 5.8 195.8 32.4 65.9 65.9 0.0 18.000 260.5 5.7 191.2 30.6 38.7 38.7 0.0 18.250 229.5 5.6 186.6 28.8 14.1 14.1 0.0 18.500 208.9 5.4 177.0 25.4 6.5 6.5 0.0 18.750 197.8 5.3 172.0 23.8 2.0 2.0 0.0 19.000 185.9 5.1 162.0 20.6 3.3 3.3 0.0 19.250 173.3 5.0 155.5 17.8 0.0 0.0 0.0 19.500 160.0 4.8 144.7 15.3 0.0 0.0 0.0 10/29/96 PALOHYDXLS, out_24 7(" C\~ I I I I , I I I I I I I I I I I I I I I IL ~ ~ APPENDIX "H" COMBINE HYDROGRAPHS/ROUTING CALCULATIONS FOR ONSITE AND OFFSITE FLOW AT POINT 2 100-YEAR 24-HOUR '-l . a..,~ I I I FLOOD HYDRO GRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1991 Study date: 11/08/96 I I PASEO DEL SOL INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182 100 YEAR 24 HOUR STORM EVENT FILE:\PASEO\R82X24.HYD I The Kieth Companies, Moreno Valley Office - SiN 538 ********************* HYDROGRAPH INFORMATION ********************** I From study/file name: offx24.rte ********************** Hydrograph Information ************************ From manual input hydrograph I ****************************HYDROGRAPH DATA*-.*****.*.**..._..***---*-- Number of intervals = 78 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 763.4 (CFS) Total volume = 278.43 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream.5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** PRINT CURRENT HYDROGRAPH **** I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I P R I N T Runoff OF STORM H Y d r 0 g rap h Hydrograph in 15 Minute intervals (CFS) I Time (h+m) Volume (Ac.Ft) Q(CFS) 0 190.9 381.7 572.6 763.4 I 9+30 0.0000 0.00 Q 9+45 0.0000 0.00 Q 10+ 0 0.1157 5.60 Q 10+15 1.4483 64.50 V Q 10+30 4.5269 149.00 V Q 10+45 8.9421 213.70 V Q 11+ 0 13.4504 218.20 IV Q 11+15 18.1074 225.40 I V Q 11+30 23.3554 254.00 I V Q 11+45 29.1178 278.90 I V Q 12+ 0 35.1653 292.70 I V Q 12+15 41.3161 297.70 I V Q 12+30 47.8719 317.30 I V Q 11 ~:~ I I I I ****************************HYDROGRAPH DATA**************************** Number of intervals = 78 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 763.4 (CFS) Total volume = 278.43 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I 12+45 13+ 0 13+15 13+30 13+45 14+ 0 14+15 14+30 14+45 15+ 0 15+15 15+30 15+45 16+ 0 16+15 16+30 16+45 17+ 0 17+15 17+30 17+45 18+ 0 18+15 18+30 18+45 19+ 0 19+15 I I I I I I I I I I 55.3719 64.4008 75.7686 88.8802 103.6322 119.4050 134.8843 149.5682 163.7025 177.9876 192.4607 206.8388 220.8244 234.0826 246.3719 256.6116 264.8430 270.6136 273.9463 275.7376 277.0992 277.8988 278.1901 278.3244 278.3657 278.4339 278.4339 Peak (CFS) Vol (Ac.Ft) 363.00 437.00 550.20 634.60 714.00 763.40 749.20 710.70 684.10 691. 40 700.50 695.90 676.90 641. 70 594.80 495.60 398.40 279.30 161. 30 86.70 65.90 38.70 14.10 6.50 2.00 3.30 0.00 I I I Q I Q I Q Q Q Q Q Q V I VI V IV I V I I I I I I I I I I I I I Q Q I I I I I I I I I QI I Q I I I V I VI V I V I I I I I I I Q I I I I I I I I I I I I Q I I I I I I I V I V I VI V I IQ Q I I I I I I I I I I I I Q I I I I Q I Q QI Q I Q I Q I Q I Q I Q I I V I V I VI VI VI VI VI VI VI VI VI VI VI Q *********************************************************************** I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++ Process from Point/Station 2.000 to Point/Station 3.000 **** ADD/COMBINE/RECOVER HYDROGRAPHS **** I I ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 821024.rte ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T 0 F S TOR M Run 0 f f H Y d r 0 g rap h I I I Hydrograph in 15 Time (h+m) Add q(CFS) Tot. Q 0+15 0+30 0+45 I 0.3853 0.9069 1.1324 0.39 Q 0.91 Q 1.13 Q Minute intervals (CFS) o 207.7 15 415.5 623.2 830.9 a..c. __ ___u__.-- I I 1+ 0 1.3778 1.38 Q 1+15 1.3606 1. 36 Q I 1+30 1. 2267 1.23 Q 1+45 1. 2073 1.21 Q 2+ 0 1. 3888 1.39 Q 2+15 1.5533 1.55 Q I 2+30 1.5838 1.58 Q 2+45 1.7876 1. 79 Q 3+ 0 1.9520 1. 95 Q 3+15 1. 9825 1. 98 Q I 3+30 1.9936 1. 99 Q 3+45 1. 9936 1. 99 Q 4+ 0 2.1863 2.19 Q I 4+15 2.3508 2.35 Q 4+30 2.5739 2.57 Q 4+45 2.7495 2.75 Q 5+ 0 2.9726 2.97 Q I 5+15 2.7629 2.76 Q 5+30 2.6571 2.66 Q 5+45 2.9643 2.96 Q 6+ 0 3.1371 3.14 Q I 6+15 3.3714 3.37 Q 6+30 3.5469 3.55 Q 6+45 3.7701 3.77 Q 7+ 0 3.9456 3.95 Q I 7+15 3.9762 3.98 Q I 7+30 3.1271 3.13 Q I 7+45 4.5956 4.60 Q I 8+ 0 8.5402 8.54 Q I I 8+15 14.8427 14.84 Q I 8+30 19.1081 19.11 Q I 8+45 22.3108 22.31 IQ I I 9+ 0 26.6541 26.65 IQ I I I 9+15 33.0026 33.00 IQ I I 9+30 39.1750 39.17 Q I I 9+45 44.0026 44.00 Q I I 10+ 0 48.6311 54.23 Q I I I 10+15 37.7303 102.23 q Q I I 10+30 27.1532 176.15 q Q I I 10+45 35.2771 248.98 q IQ I I 11+ 0 43.2348 261. 43 q I Q I 11+15 43.3379 268.74 q I Q I 11 +30 42.7465 296.75 q I Q I 11 +45 39.0821 317.98 q I Q I I 12+ 0 38.0970 330.80 q I Q I 12+15 53.1014 350.80 q I Q I 12+30 67.1021 384.40 q I Q I I 12+45 75.3183 438.32 q I Q I I I 13+ 0 82.0816 519.08 q I Q I I 13+15 94.5414 644.74 q I IQ I 13+30 103.7467 738.35 q I I Q I 13+45 84.6388 798.64 q I I Q I I 14+ 0 67.5444 830.94 q I I Q 14+15 72.3333 821. 53 q I I QI 14+30 76.1983 786.90 q I I Q I 14+45 76.1993 760.30 q I I Q I I 15+ 0 74.8305 766.23 q I I Q I 15+15 71. 5617 772.06 q I I Q I 15+30 68.0924 763.99 q I I Q I 15+45 58.7260 735.63 q I I Q I I 16+ 0 52.1257 693.83 q I I Q I I 1~ ((\. I I I 16+15 27.3148 622.11 Iq I QI 16+30 6.6956 502.30 q I Q 16+45 2.7643 401.16 q Q 17+ 0 1. 2378 280.54 q Q 17+15 1. 5926 162.89 q Q 17+30 1. 9104 88.61 q Q 17+45 1.9715 67.87 q Q 18+ 0 1. 8010 40.50 qQ 18+15 1.6365 15.74 Q 18+30 1.6060 8.11 Q 18+45 1.4022 3.40 Q 19+ 0 1. 0451 4.35 Q 19+15 1. 0428 1. 04 Q 19+30 1. 3583 1.36 Q 19+45 1. 3496 1.35 Q 20+ 0 1. 0340 1. 03 Q 20+15 1.0428 1. 04 Q 20+30 1.1657 1.17 Q 20+45 1.1851 1.19 Q 21+ 0 1. 0035 1. 00 Q 21+15 1. 0317 1. 03 Q 21+30 0.9730 0.97 Q 21+45 1. 0206 1. 02 Q 22+ 0 0.9730 0.97 Q 22+15 1. 0206 1. 02 Q 22+30 0.9730 0.97 Q 22+45 0.8280 0.83 Q 23+ 0 0.8085 0.81 Q 23+15 0.7974 0.80 Q 23+30 0.7974 0.80 Q 23+45 0.7974 0.80 Q 24+ 0 0.7974 0.80 Q 24+15 0.4121 0.41 Q 24+30 0.0832 0.08 Q 24+45 0.0222 0.02 Q ----------------------------------------------------------------------- I I I I I I I I I ****************************HYDROGRAPH DATA**************************** Number of intervals = 99 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 830.9 (CFS) Total volume = 317.38 (Ac.Ft) status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 3.000 to Point/Station 4.000 **** RETARDING BASIN ROUTING **** User entry of depth-out flow-storage data I Total number of inflow hydrograph intervals = 99 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = O.OO(Ft.) I I &0 o...~ I I I I I I I I I I I I I Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ae.Ft) 0.00 (CFS) Depth vs. storage and Basin Depth Storage (Ft.) (Ae.Ft) Depth vs. Discharge data: Outflow (S-O*dt/2) (CFS) (Ae.Ft) (S+O*dt/2) (Ae.Ft) 0.000 0.000 0.000 0.000 0.000 4.900 5.500 162.000 3.826 7.174 9.900 35.900 417.000 31. 592 40.208 14.900 95.400 502.000 90.214 100.586 17.900 144.600 556.000 138.856 150.344 19.900 181.500 592.000 175.384 187.616 I I I I I I Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ae.Ft) .0 207.7 415.5 623.2 830.9 (Ft. ) 0.250 0.4 0.1 0.003 0 I I I 0.0 0.500 0.9 0.3 0.012 0 I I I 0.0 0.750 1.1 0.7 0.022 0 I I I 0.0 1. 000 1.4 0.9 0.032 0 I I I 0.0 1. 250 1.4 1.1 0.039 0 I I I 0.0 1. 500 1.2 1.2 0.041 0 I I I 0.0 1. 750 1.2 1.2 0.041 0 I I I 0.0 2.000 1.4 1.3 0.043 0 I I I 0.0 2.250 1.6 1.4 0.046 0 I I I 0.0 2.500 1.6 1.5 0.049 0 I I I 0.0 2.750 1.8 1.6 0.053 0 I I I 0.0 3.000 2.0 1.7 0.058 0 I I I 0.1 3.250 2.0 1.8 0.062 0 I I I 0.1 3.500 2.0 1.9 0.065 0 I I I 0.1 3.750 2.0 1.9 0.066 0 I I I 0.1 4.000 2.2 2.0 0.068 0 I I I 0.1 4.250 2.4 2.1 0.072 0 I I I 0.1 4.500 2.6 2.3 0.078 0 I I I 0.1 4.750 2.7 2.5 0.084 0 I I I 0.1 5.000 3.0 2.6 0.090 0 I I I 0.1 5.250 2.8 2.8 0.093 0 I I I 0.1 5.500 2.7 2.7 0.093 0 I I I 0.1 5.750 3.0 2.8 0.094 0 I I I 0.1 6.000 3.1 2.9 0.098 0 I I I 0.1 6.250 3.4 3.1 0.104 0 I I I 0.1 6.500 3.5 3.2 0.110 0 I I I 0.1 6.750 3.8 3.4 0.117 0 I I I 0.1 7.000 3.9 3.6 0.123 0 I I I 0.1 7.250 4.0 3.8 0.129 0 I I I 0.1 7.500 3.1 3.7 0.125 0 I I I 0.1 7.750 4.6 3.8 0.128 0 I I I 0.1 8.000 8.5 5.1 0.172 0 I I I 0.2 8.250 14.8 8.2 0.277 0 I I I 0.2 8.500 19.1 12.3 0.417 0 I I I 0.4 8.750 22.3 16.2 0.550 0 I I I 0.5 9.000 26.7 20.1 0.681 01 I I I 0.6 9.250 33.0 24.6 0.836 01 I I I 0.7 ~l <\\ I I 9.500 39.2 30.0 1.018 0 I I I 0.9 9.750 44.0 35.4 1. 202 0 I I I 1.1 I 10.000 54.2 41.8 1.419 01 I I I 1.3 10.250 102.2 58.8 1. 996 01 I I I 1.8 10.500 176.2 96.3 3.270 0 I I I I 2.9 10.750 249.0 150.6 5.111 0 II I I 4.6 I 11.000 261. 4 174.8 7.023 0 I I I I 5.2 11. 250 268.7 189.2 8.740 01 I I I 5.4 11. 500 296.7 204.1 10.519 01 I I I 5.7 I 11. 750 318.0 220.6 12.483 0 I I I 6.0 12.000 330.8 237.1 14.457 10 I I I 6.4 12.250 350.8 253.7 16.428 10 I I I 6.7 12.500 384.4 271.8 18.594 I 0 I I I 7.1 I 12.750 438.3 294.1 21.247 I 0 I I 7.5 13.000 519.1 323.5 24.757 I 0 I I I I 8.1 13.250 644.7 364.7 29.670 I 0 I I I 8.9 13.500 738.3 416.9 35.884 I 0 I I I 9.9 I 13.750 798.6 427.2 43.042 0 I I I 10.5 14.000 830.9 438.5 50.933 0 I I 11.2 14.250 821. 5 449.8 58.828 0 I II 11. 8 14.500 786.9 460.1 66.046 0 I I I 12.4 I 14.750 760.3 469.2 72.429 0 I I I 13.0 15.000 766.2 477.7 78.417 0 I I I 13.5 15.250 772.1 486.2 84.350 0 I I I 14.0 15.500 764.0 494.4 90.088 0 I I 14.5 I 15.750 735.6 501. 8 95.288 0 I I 14.9 16.000 693.8 506.7 99.637 0 I I 15.2 16.250 622.1 510.0 102.728 0 I I 15.3 16.500 502.3 511. 2 103.794 0 I 15.4 I 16.750 401. 2 509.9 102.579 I 0 I 15.3 17.000 280.5 506.1 99.126 I I 0 I 15.1 17 . 250 162.9 499.0 93.323 I I 0 I 14.7 17.500 88.6 488.2 85.723 I I 0 I 14.1 I 17.750 67.9 476.3 77.376 I I 0 I 13.4 18.000 40.5 464.0 68.783 II 0 I 12.7 18.250 15.7 451. 3 59.908 I 0 I 11. 9 18.500 8.1 438.5 50.962 I 0 I 11. 2 I 18.750 3.4 425.9 42.151 I 0 I 10.4 19.000 4.3 398.7 33.713 I 01 I 9.5 19.250 1.0 335.5 26.184 I 0 I 8.3 I 19.500 1.4 282.2 19.828 I 0 I 7.3 19.750 1.3 237.4 14.488 I 0 I 6.4 20.000 1.0 199.7 9.997 I 0 I 5.6 20.250 1.0 168.0 6.219 I 0 5.0 I 20.500 1.2 101. 8 3.455 I 0 3.1 20.750 1.2 54.8 1. 862 I 0 1.7 21. 000 1.0 29.8 1. 010 10 0.9 21. 250 1.0 16.3 0.555 0 0.5 I 21.500 1.0 9.2 0.312 0 0.3 21. 750 1.0 5.4 0.182 0 0.2 22.000 1.0 3.3 0.113 0 0.1 22.250 1.0 2.2 0.076 0 0.1 I 22.500 1.0 1.7 0.056 0 0.1 22.750 0.8 1.3 0.044 0 0.0 23.000 0.8 1.1 0.037 0 0.0 23.250 0.8 0.9 0.032 0 0.0 I 23.500 0.8 0.9 0.030 0 0.0 23.750 0.8 0.8 0.029 0 0.0 24.000 0.8 0.8 0.028 0 0.0 24.250 0.4 0.7 0.024 0 0.0 I 24.500 0.1 0.5 0.017 0 0.0 I Bl. \tP ****************************HYDROGRAPH DATA-*-----*-----*---------*---- Number of intervals = 100 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 511.2 (CFSl Total volume = 317.38 (Ac.Ft) status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I I 24.750 25.000 I I I 0.0 0.0 0.3 0.2 0.010 0 0.005 0 0.0 0.0 Peak (CFS) Vol (Ac.Ft) *********************************************************************** I I I I I I I I I I I I I I B?> \,e\' 1 I I I I ! 1\ II I I ~ ~ APPENDIX "I" WSPG CALCULATIONS LEFT PIPE OF DOUBLE 120" C.I.P.P. '-1- fil \ ()1,.. 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"'1t"1::O : ro . -< 3 (1)00 '"I t"" C :: t"'lru = <["') ....; " n 0'" "'~ "'.., "'H o:n > r I '" w ro Z o ~ o '" '" .., '" I 0," H" ;..., , I H'" 0" '" z'" 0' I N r '" > " '" I '" HZ "'0 " ?:: '" '" " N " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o H W '" H o N '" ~ '" H H o '" '" '" w w ~ '" '" H H '" H o N ~ W o ~ H o ~ H o w w ~ '" '" H o N ro b '" ~ H o ~ b ~ H o ~ w w ~ '" '" ~ o N ~ b ~ ~ ~ o ~ ro w w w ~ '" '" b~?- ro ro ~ o w o w '" H H o 00 ~ w ~ ~ w w ~ '" '" H o W H H N H H o 00 w ~ '" ~ w w ~ '" '" H o w ~ ~ ~ H ~ o ro '" ~ '" ~ w w ~ '" '" H o W N W ro ~ H o 00 ro ~ '" ~ w w ~ '" '" H o W N ~ ~ ~ H o ro ~ ~ b '" w w ~ '" '" H o w w w ~ H H o ~ H '" b o w w ~ a, '" ~ o w w ~ ~ H H o ~ ~ 00 w '" w w ~ '" '" o "'0 '" ..,'" r.., ~::c~~j; "'",r "'00 ~:'l:li C'l:Et""C t"". =-' 0 ('JU) :;:ot"1 <.:to :'" '" ~o'" =5 ? b '" ~ H H o ~ H H W b 00 W H H o ~ '" ro w b ~ ~ ~ ~ o ~ ~ ~ H '" ~ '" ~ ~ o 00 W b 00 '" w W H H o 00 '" '" ~ '" '" H H H o ro ~ w ~ '" ~ o H H o ~ ~ 00 '" '" ro ~ ~ ~ o ~ b o '" '" o ~ H H o ~ '" o ~ '" w o H H o ~ ~ ~ ro '" '" ~ H H o ~ ~ w '" H H co H ~ o H H o H H o H H o H ~ o ~ H o H ~ co H H o ~ H o H H o H L" '" '" ~ b ~ W H b ~ W H W '" ~ w 00 o ~ ~ ~ o ~ ~ o o ~ ~ H '" ~ H ~ W b '" ~ ~ ~ ~ ~ o b b o ro o b ~ b o ~ w ~ b '" H H ~ ~ ~ w ~ o ~ o ~ ro ~ o ~ ~ ro '" o H H ~ ~ ~ o ro o '" H W ro ~ o '" H ~ ~ b ~ '" o o H H ~ ~ ~ '" ~ H ~ W b H ~ ~ '" H H N ~ ~ o '" ~ ~ o ~ o ~ ~ N o '" w '" ~ ~ o b ~ w '" b H ~ H H W o w o b '" 00 w ~ o w ~ H b ~ ~ H ~ W W '" o b o ~ ~ o co ~ H ~ '" b H H ~ H W '" ~ o w '" ~ '" '" o ~ ~ ~ ~ '" H ~ ~ ~ w ~ ro co W H ~ b b co H H '" H '" H H H H W ~ ~ o ~ ~ w o '" o ~ H b '" '" H H H H b o W o ~ w '" '" '" o H o o o o o o o o o o o o o o o o o o o co o o H o '" H H o '" ~ ~ o '" ~ ~ o ~ ~ ~ o '" ~ H o '" ~ H <0 '" ~ ~ o '" H H o '" H ~ o '" ~ H o '" H w '" o w '" o w '" o w '" o w '" o w '" o w '" o w '" o w '" o w '" o w '" o w o o w o o w o o w o o w o o w o o w o co w o o w o o w o o w o o o o o o o o o o o o o o o o o o o o o o co o co o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I I ~ o o o o o o o o o o co I \y~ I I '" .., ;. .., H o Z r , '" e- '" " I H "''''Z or< "'''' <" .., I I I I I I I I '" o H .., ,. ro " H" ro " rt;' ,..., '" n"", o 0 3"'''' "C H .,,'" ,"'''' ~" ro n " '" . n "''' "'" 00< H '" ro ro H H " roo o '" b < r" . H 0 H'" H'" ro H '< Z o o ~ ~ H" n ro '" , Z o "'0 '" ..,'" r.., ~3:j;iil~ ..,,,,t- "'00 ~":Ii t'l~~6 ~ tn = ~ ~ <.):0 t""' ,,, ~o'" =):1 0 or '" ;. '" '" .., '" .., o " '" < 0 g:~~ rH "'Z Z '" ~' "'l:::<C'l[':l [J'l(']nX ~"'r-<WH <0 O'IUl t'l ):0>-3 " H >:Z CJ CIlG> "''''''' "Z W :::. t'1 Cl "lL'"l?J = r" .", '" .., C '" '"'" , rc 0 '"'" C <'" .., " n "" ,"H "'.., "'H 3:n " r I '" w '" Z o " '" o '" '" ;j I 03: H" ".., , I H'" 0" '" Z'" 0' I N r N '" ~ " '" I I I w '" HZ ,"0 '" ?:: '" '" '" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o H o W b ~ N H ~ o ~ b o w ~ w w ~ '" '" H o ~ b W H H o ~ '" H N ~ w w ~ '" '" ~ o ~ ~ ~ H H o ~ '" o N W w w ~ '" '" H o W b ~ b ~ H o ~ '" 00 o~'Z. N o w w ~ '" '" H o w ~ H b H ~ o ~ ~ '" ~ ~ w w ~ '" '" ~ o w ~ W N ~ H o ~ '" ~ ~ '" w w ~ '" ~ H o w ~ b '" H H o '" ro '" H ~ w w ~ '" '" ~ o w ~ '" '" ~ H o '" ~ o ~ o w w ~ '" '" ~ o w ~ '" '" H H o ~ ~ w o ro w w ~ '" '" ~ o w ~ ~ '" ~ H o ~ ~ '" o '" w w ~ '" '" H o w ~ ro N ~ H o ~ ~ '" o b w w ~ '" '" '" ~ W H H ~ o o ~ ~ '" ~ '" H H H o ~ o '" ~ ~ o H H H o W ~ <0 ~ b '" ~ H H o b N b ~ ~ H H ~ H o '" ~ ro ~ ~ ~ H ~ H o '" o w '" ~ ~ H ~ H o '" ro o 00 '" w ~ H ~ o ~ '" o ro '" W H H H o 00 H W ~ H b H H H o 00 ~ o ~ b '" ~ H H o ~ ~ ~ H H o H H o H H <0 H ~ o ~ H o ~ ~ o H H o H ~ " H H o H ~ o ~ H o ~ N ~ ro ro b '" b W ro o w H W W b H H H H b H N o N o ro '" w o H ~ ~ H W H H ~ ~ b ~ '" o H ro ~ b ~ o o H H o W H H ~ H b ~ W o ~ '" ~ ~ o o o ~ o o ~ ~ H ~ H b ~ ~ o ~ w ~ b ~ o o ~ '" '" ~ H H H H H H b W o ~ w o '" '" '" '" '" b '" w w '" o b '" ~ '" o ~ ~ ~ o H o o '" ~ '" ~ ~ ~ ~ b W ~ o ~ o '" ~ b o o ~ '" W H H ~ H b W W o o ~ W b o o o '" ro '" ~ H ~ H b W b o o ro H ~ b o o '" ~ N H H H H b W '" o o ~ H '" '" o o '" '" '" H H H H b W '" o o '" ~ '" '" o o '" H b ~ H ~ H b W '" o o '" b ro ~ o o o o o o o " o o o o o o o o o o o o o o o o H " '" H ~ o '" H H " '" H H o ~ H ~ o ~ ~ ~ " '" H - o ~ H H o '" ~ H o '" H ~ o '" ~ ~ o '" ~ w '" o w '" o w '" " w '" o w '" o w '" o w '" o w '" o w '" o w '" o w '" o w o o w o o w o o w o o w o o w o o w o o w o o w o o w o o w o o o o o o " o o o " o " o o o o o o o o o o o o o o o o o o o o o o o o o o o o " o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I I I I I I I I I I I I I I I I I I I "' o H .., ,. m '" H" ro ::;: "" ,..., '" n"", o 0 3"'''' "C: H 0"'" ,"'''' "":>' ro n " '" - n "'0 "" 00< , '" ro m H H , roo o '" b < r' OHO H'" H'" ro H ,<Z '" o ~ ~ ~ n ro , '" , Z '" " " '" '" w ro '" ~ H g o "'0 '" "'''' r.., ~O:S;~:g ..,"'"' ['1~~ M:E~~ f;; 00 = ~ ~ <.):0 t'" ,,, ~o'" ::;;p 0 or '" ;. '" '" .., '" .., o " 3: < 0 ~~~ rH "'z Z '" ~' '"'1:r<M["1 ('l ['].. X ):l);lt"'l.JJH < 0 OHI) '" ;..., . H >:z o "''' ,,"'''' oz w :J:. ['l 0'1 "'J[I"l::O :: ro .", '" .., c: '" , o c: .., "'''' rc: "'''' <'" " () 0" "'H "'.., "'H o:n ;. r o:r H" ".., , H'" 0;' '" z'" 0' N r '" HZ "'0 " ;. < w '" " r , '" r '" 3: H "''''Z or< "'''' <" .., Z o ~ o '" '" .., :r N " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~-z ~ H . ~ . 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I I I I ill " '" I .... w I I I ELEVATION I 113 116 119 122 125 128 I 5 I 7 I I 10 , I I I I I I 12 S I I I I i I I I 15 I 1Ii I 17 I I 20 I I 22 I I 25 SECTION : 1390 I INTERIM 100 YEAR FLOW INTO TRACT 24182 I ~~\ 3DB I ELEVATION I 119 122 125 128 113 116 I 5 I 7 I I 10 , I I I I I I 12 I ~ I I I i I I I 15 I I ;( I 17 I I 20 I I 22 I I 25 SECTION : 1275 I INTERIM 100 YEAR FLOW INTO TRACT 24182 <;~ I 3\D I ELEVATION I 125 110 113 116 119 122 I 5 I 7 I I 10 I I 12 I I ~ I 15 I 17 I I 20 I I 22 I I 25 SECTION : 985 I INTERIM 100 YEAR FLOW INTO TRACT 24182 1;'3;,..... I \3\4 I ELEVATION I 110 113 116 119 122 125 I 5 I 7 I I 10 , I I I I I I 12 I I I ~ I I I I I 15 I I II I I ili 17 I I 20 I I 22 I I 25 SECTION : 885 I INTERIM 100 YEAR FLOW INTO TRACT 24182 -# I 3\5 1 I I I I I I I I ! I I I I I I I I I I ~ ~ APPENDIX "N" EMERGENCY ESCAPE CALCULATIONS riil fi I I I I I I I I I I I I I I I I I I I E.""~R.GE.NC,( ESCAPE- LOCATED ON S.t!.'" AT ,. ('PRo)\.. 6'00' \III. OF 6urn;f{FlfLD S17\6f RD 0' /55' IDS' 100' L- ~ ~ qo ~ ~ ~o ~o '0 U'7t we IR. FbRMtJL A ) ~ =- 2.8 (LIz.) (H)3f2. @, (! e ( 3h Q -= Z.B "jOO/Z) (2.0) =' <Q = 2.8 (355/Z) (z. s)3/z :;:; ~ :;:;. z.B (4-Z0/Z)(3.oYlz.,. /J8B CFS /%5 cf5 3055 CFs II 01.0 il 0 '1.5 11/0.0 e..IOO =' 15'2.7./ as -> l/l'lSE =' /10'1.2) &..1000 ~ 1.4-5 x tY./oo =- 22-/4- Cf7 - ClAIse:;:;. //0"1." ') C\\mt Cit.t'T1 el$, \Jefflt : I &..l()') "" 1 S'1..1. I ';': c;L ~ U1. 11(..0 -: '5." ~ ffs W SE '" \ \ 0 I + \.'61.. T' (?l:..>t/'Z~ = 1109.3:- & 1000 =- 'Z- 'Z 14- c.f'7 ~ c. ". 'Z .1'3>' 'Jc.. =- ~. II fOP,? lAjSe- = 1101 t l.\:S + (".I$/'Z-~ =- 110'1.1 IDP cw ~-erz.~ 'GveJ. 1110.0 /0'1'- 3\" I I I ============================================================================ .. RESULTS OF IRREGULAR CHANNEL ANALYSIS .. I CALCULATIONS BASED ON MANNINGS EOUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS I I I I I I I I I I I I I I I ================================================================~=========== (c) Copyriqnt 1982-88 Advanced Engineering Software (aes) Ver. 3:3A Release Date: 8/02788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "yo COORDINATE 1 0.00 1110.00 2 60.00 1107.00 3 215.00 1108.00 4 320.00 1109.00 5 420.00 1110.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.013190 SUBC~ANNEL MANNINGS FRICTION FACTOR = 0.030000 . . . . . . . . . ~G~tA ~~ ~ ~ ~. ~ [6~ ~ t~ ~ ~ .;. . . . i~a6: i' . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . SUBCHANNEL FLOW AREA(SOUARE FEET) = 273.52 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.631 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 277.72 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.98 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH E L E VAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1527.10 1540.05 WATER SURFACE 1108.82 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. . ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "yo COORDINATE 1 0.00 1110.00 2 60.00 1107.00 3 215.00 1108.00 4 320.00 1109.00 5 420.00 1110.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.012500 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.030000 . . . . . . . . . ~GAt ~ ~ ~ ~ ~ (' ~ (6~ 1 t~ ~ I . ;. . . . ~~~~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUBCHANNEL FLOW AREA(SQUARE FEET) = 365.67 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 6.105 SUBCHANNEL FROUDE NUMBER = 1.000 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 315.85 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 1.16 ---------------------------------------------------------------------------- -----------------------------------------2)lQ------------------------------- I I I I I I I I I I I I I I I I I I I TOTAL IRREGULAR CHANNEL FLO~(CFS) ~ANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH E L E VAT ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . NOTE: ~ATER SURFACE IS BELO~ EXTREME LEFT AND RIGHT BANK ELEVATIONS. 2214.00 2232.51 ~ATER SURFACE 1109.13 ---------------------------------------------------------------------------- 311