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CT 13-03; El Camino Real widening Robertson Ranch West; Robertson Ranch West El Camino Real Widening; 2014-11-03 (2)
€xtti&/r A CITY OF OCEANSIDE HIGHWAYi SITE CITY OF VISTA PACIFIC OCEAN CITY OF SAN MARCOS CITY OF ENCINITAS VICINin MAP NO SCALE San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 -RUNOFF COEFFICIENTS FOR URBAN AREAS Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited I.) Commercial/Industrial (General I Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial 0* 10 20 25 30 40 45 50 65 80 80 85 95 0.20 0.27 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 0.25 0.32 0.38 0.41 0.45 0.51 0.54 0.58 0.67 0.77 0.77 0.80 0.84 0.84 0.87 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 DU/A = dwelling units per acre '^"^"^ "^"^ («-g-. *e area NRCS = National Resources Conservation Service 3-6 S CP Counr^./ of S:n Liego Rain fall Isopluvials 100 Vear !l:ii.nfoM Event - 6 tmt Isopluvial (inches) 0 iVl. DPW ••won ptcnWuwi r'TVi&. Iron if>» S.*' '^\Qfi — 0 3 IW "-^ County of San Diego Hydrology Manual cn 9 100 UU UJ UJ O < W D UJ a: D O o cc Ul I EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (0) = 0.41 Overland Row Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T- 1.6 (1.1-C) \/iD : • J J Rational Formula - Overiand Time of F'f^w Nomograph %iw '^•^i 15 20 30 40 50 1 Minutes Duration DiracUonR iior Application: (1) From precipitation maps determine 6 hr and 24 hr '^rnoi.ip'^ forthe selected frequency. These m^os ar inniijc'<ir; fn f - ^ County Hydrology Manual (10.50, ?nd 1P0 ]fr rr>^ry. • in the Design and ProcaduiB Manual). (2) Adjust 6 hr preclD*tationi (If neces.'^arj.^) so that jj • •finr-'iir the range of 45% to 65% of Jhe 24 hr mer'r.-;^i;nn, (not applicaple to Desert). ' (3) Plot 6 hr preclpiteiUon on the rjght side of the *^rt (4) Draw a line thnjugh the point parallel to fiT> pi.o»r-r\ upo^ (5) This line is the intensitj^duration curve for thr- lof^ ^on being analyzed. year ':4 '(2) in. (a) Selected fr^'quency / ^ (b) Pg= ^»i_in..P24 (c) Adjusted Pg<2) = (d) = min. (s) I = . inihr. Note: This chart replaces the lntersit>'-Duration-Fn'nu(?f!c cunres used since 1965. 180 1.68 0.63 0,69 0.60 0£3 OSS .03 I i II r I" I i.3e [JM 6.36 S.OS 0.69ta73 QJB2 2.41 10.W 6.74 2.76 11.86il2Ui7 Swliaflo 7,58' 4.20 4.67 I'. .-If! "iJm s.27 2.B9 ! 2.3D 2.04 asst" •1.31 1.SK 0.75~' 2.25 Intenalty^Juration ^^ign C'aart - Teroohte San Diego County Hydi-ology Manua! D;.;e: luue 2003 SectioD: Page: 3 !2of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect vi^jiere the drainage basin area is 20 to 600 acres. Tabie 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 lOO 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com , 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 •See Table 3-1 for more detailed description 3-12 Al: K'.ll/.llOi .Sir. »9O0 ^ BOff ."Miff =~50C ' T« » Tlr.r. of"i:7..-.c:fn:-f(I-'UR:.) L - \V£tt;cojrt. Diiu .C: {mii: i i i!i>F s Cite igi; ill elf wtion alont! eficcHvc ttio; • liu: (Si-: Figure 3-f>(U..:} Tc Hour^ »40fl -200 .1f;C Miler Feet •50 '40 . 30 _ 20 10 0.5- 4000 3000 .2000 .1800 — 1600 — 1400 — 1200 .1000 — »00 — 800 — 700 -^600 -500 =-40C — 300 — 200 s Miriute.=; • 240 .If..-, - 120 100 .00 •BD 70 -50 >40 — '30 -20 16 •16 •14 .12 -10 -9 -8 -7 -6 ...4 —3 AE : Califomia Division of Higiiways (1941) and Kirpich (1940) Tc Nomograph for Defenninallon of Time of Concentration (Tc) or Travel Time (Tl) for Natural V\tatersheds FIGURE EXHIBIT M HYDRAUUC MAP FOR EL CAMINO REAL WIDENING G:\101307\HydroIogy\ECR\1007-Hydraulic.dwg Jan 13. 2014 1:17pnn \/,r^f^. A r\r\n\mi hn. inn"7ATnm. 1 A k^i A n. nooAoon. -i nn-? A i in ~7. irin~7 i-^. inn"7...^^^. i nA-7\A/i ITI . mmACiTcr .US'- ^.M-.' ^ , 'I: .1, f , A /V- ... W V i \ /'r \ s. ?'n '• "•'V~'1 • / Oi It U! ... - ' BG4 BCI • / ^ • •-•_.r -- 1/ 0:3 \ Legend Major Watersheds Drainage Basins i^;^ . :7^' '-^-z' -'-4^ Detention Basins ^S"^ " '•'v v .Jl/ J . ' H/KD fao h A" MELROSE BASIN AH5^ i V ••- •t i 'M.^t-' • iV^ HEC-1 WORKMAP WITH USGS TOPOGRAPHIC MAP 12-8-04 RICK ENGi.NEEraNG COMRANY 1,750 3,500 I Feet /.(••I ATT A y I' • .1 0^: (l:„T-TCp- Ol Hedionda Creek. A weir exists in the floodwall along the north side of the main channel (see f?Ol', Figure 5). The weir allows flow to be conveyed through the noodwall and into the main channel. ', , , The weh- has a triangular cross-section. The weir will be widened to a rectangular cross-section to better convey flow through the tloodwall. The engineering plans for Detention Basin BJB and its 11-foot by 7-foot RCB outlet, the flow divider wall in the RCB, the 84-inch RCP and Cannon Road, the weir modification, and the park and habitat corridor grading are included in the appendices. Each appendix contains engineering analyses for the CLOMR and the related plans. ENGINEERING ANALYSES Several engineering analyses were performed to analyze the 100-year floodplain and floodway associated with the proposed improvements. Since the Flood In.wrance Study only includes a 100-year analysis for Calavera Creek, this CLOMR only includes 100-year analyses. The analyses are described below and electronic flies are included on the CD at the back of this report. HEC-1 Analysis An updated 100-year hydrologic analysis for the Calavera Creek watershed was performed using HEC-1. The watershed was originally delineated by Rick Engineering Company (under contract with the city of Carlsbad) using the United States Geological Survey's quadrangle maps (see the HEC-1 Workmap in Appendix A). Rick perfonned fleld investigations to verify the watershed boundaries. The HEC-1 Work Map also includes the Agua Hedionda Creek watershed; however, this CLOMR and the HEC-1 analysis is only for the Calavera Creek watershed (Drainage Basins C1-C4, RCC, RRC2 and RRCH). Furthermore, the work map shows a Basin BJ in the Calavera Creek watershed. This is a future project that has not been designed, and is not part of this CLOMR. In order to model this CLOMR's improvements. Rick's HEC-1 analysis was modified based on the attenuation at Detemion Basin BJB, the flow split within the 11-foot by 7-foot RCB, and the ponding that will occur in the low lying area at the outlet of the 84-inch RCP. The current conditions at Lake Calavera (current dam and spillway) are included in the model. The HEC-1 analysis and support material is included in Appendix A. The Detention Basin BJB, park site, and habitat corridor grading plans are also included in Appendix A. The park site and habitat corridor grading affect the ponding characteristics of the low lying area. Table 1 summarizes the relevant results from the HEC-1. Location 100-Year Flow Rate, cfs Ponded Water Surface Elevation, feet MSL Upstream of Detention Basin BJB 1,501 76.4 Exiting Detention Basin BJB 971 Entering 84" RCP below Split 473 Continuing in irxl7' RCB below Split 498 Calavera Creek at Confluence with Agua Hedionda Creek 909 Exiting 84" RCP 497 Low Lying Area at 84" RCP Outlet 35.3 Entering 8'x8' RCB under El Camino Real 545 Table I. 100-Year HEC-RAS Flow Rates The post-project floodplain within Detention Basin BJB is based on the ponded water surface elevation from the HEC-1 results rather tiian a hydraulic analysis since the ponding will govem Furthermore, under post-project conditions, a floodway is not delineated within Detention Basin BJB or Its 11-foot by 7-foot RCB outlet because these will be pemianent drainage control facilities. 84-Inch RCP Analysis A 100-year WSPGW hydraulic analysis was performed to determine the hydraulic grade line in the 84-inch RCP. The analysis was based on storm drain plans by O'Day Consultants There is a .segment between WSPGW Stations 19+51.18 and 20+37.34 where the pipe transitions to a 10- foot wide by 4-foot high box culvert to accommodate utility crossings. From the HEC-1 results in Table 1, the flow rate in the pipe increases from 473 cfs at the upper end to 497 cfs at the lower end. The WSPGW results and storm drain plans are included in Appendix B, and show that open channel flow will exist in the lower portions of the pipe (below WSPGW Station 19+46.18). Pressure flow occurs above this station, but the hydraulic grade line does not rise above the ground surface. Therefore, the post-project floodplain has been delineated as being contained in the pipe. ^ Calavera Creek Main Channel Analysis A HEC-RAS analysis was performed for the main channel of Calavera Creek in order to establish an updated floodplain and floodway. Improvements are not proposed in the main channel. However, the Robertson Ranch improvements will affect the main channel because the improvements will lower the 100-year flow rate. The HEC-RAS input is as follows. The post-project HEC-RAS cross-sections (5.1 I to 3410) are generally in the same location as the cross-sections in FEMA's effective model The following relates the HEC-RAS cross-section numbers to the letter designations on the FIRM' 5 11 is A 400 IS B, 580 is C, 1000 is D, 1230 is E, 1470 is F, 1810 is G, 2100 is H, 2420 is I, and 2700 is j' Fhe cross-sections were created using topographic mapping from May 12 2005 The cross sections were encroached along the floodwall on the right overbank and the mobile homes along LJ i U 11 II II II 11 u n IJ n m m m the left overbank to properly model the effective flow area, but the floodplain delineation assumed the wall did not act as a levee. Since Calavera Creek confluences with Agua Hedionda Creek (Agua Hedionda Creek is a much larger watercourse), the starting vvater surface elevations were based on the floodplain (44.0 feet) and floodway elevations (44.7 feet) at the confluence from the Flood ht.siirance Study. This will ensure a proper tie-in at the downstream study limit and account for the 100-year backwater from Aqua Hedionda Creek. A roughness coefflcient of 0.05 for the channel and overbanks was selected based on a fleld investigation. The 100-year flow rate was obtained from the HEC-1 analysis in this CLOMR and varies from 629 to 909 cfs. The HEC-RAS results are included in Appendix C and the revised floodplain and floodway are delineated on the HEC-RAS Work Map in the map pocket at the back of this report. Floyv Split Analysis Two separate HEC-RAS analyses were performed to analyze the flow split caused by the wall within the I I-foot by 7-1001 RCB. A portion of the flow will be directed into the 84-inch RCP and a portion will continue downstream in the I 1-foot by 7-foot RCB. Therefore, a HEC-RAS analysis was created starting in the 84-inch RCP, continuing upstream to the split, and ending at the upper end of the 1 I-foot by 7-foot RCB (HEC-RAS cross-sections 0.1 to 9). The starting water surface elevation was obtained from the 84-inch RCP WSPGW analysis. A lid was added to the cross-sections to model the closed conduits and cross-section interpolation was performed to increase the number of cross-sections. A second HEC-RAS analysis started al the weir (based on the proposed weir modification) near the Calavera Creek main channel then extended up the entire length of the I 1-foot by 7-foot RCB (HEC-RAS cross-sections 1 to 9), which included the flow split wall. The starting water surface elevation was obtained from the Calavera Creek HEC-RAS analysis. The cross-sections upstream ofthe wall are the same in both HEC-RAS analyses. An iterative procedure was used to detennine how the 971 cfs approaching the split would be divided between the 84-inch RCP and the 1 I-foot by 7-foot RCB. In both HEC-RAS analyses, the wall that splits the flow is located between cross-sections 5 and 6. Cross-section 7 is just upstream of cross-section 6 and the wall. The individual flow rates in the RCB and RCP below the split must add up to 971 cfs since this is the flow rate approaching the split. Therefore, the total flow rate below the split was maintained at 971 cfs, but the individual flow rates were varied in the RCB and RCP until the hydraulic grade lines above the split (above cross-section 7) matched in each analysis. This procedure determined that approximately 473 cfs will be directed to the 84-inch RCP and 498 cfs will continue in the 11-foot by 7-foot RCB. The HEC-RAS analyses are included in Appendix D along with the plans for the flow split wall, 1 I-foot by 7-foot RCB, and weir modification. The analyses show that the 100-year flows will be contained in the 1 1-foot by 7-foot RCB and upper portion of the 84-inch RCP. Therefore, the post-project floodplain is shown as being contained in the drainage facilities. CONCLUSION This Conditional Letter of Map Revision for Robertson Ranch includes updated hydrologic and hydraulic analyses for Calavera Creek. The project proposes a rather intricate system including 2_* * k * * * k * * k * k k k k -k * * * * * * * -k k * * * k * * * ir k ir * * * * * kkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkk * k k k * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 07APR07 TIME 09:01:00 * * (916) 756-1104 * •k-k-k-k*-k-k*-k-k-k*-k**-*-kic*'k-k-k*'k*'k'k'k-k*iric-k**-kk*icie-k ic-kicif*icic**ic-k-k-k-k-k-k-kic*-k-k-kic*-kic-k-k-k-kic-k-k-k-k*-k-k-k X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX xxxx X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 2 8 SEP 81. THIS IS THE F0RTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 PAGE HEC-1 INPUT ID. LINE 1 2, .10 *** FREE *** *DIAGRAM 1 ID 2 ID BASELINE PER CITY OF CARLSBAD (CALAVERA CREEK ONLY) 3 ID BUT WITH 84 INCH INSTEAD OF WEIR WALL. NO MODS 4 5 CONSTRUCTED WALL ID TO BASIN BJB OUTLET, HISTORIC CALAVERA LAKE, NO BASIN BJ. ID DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO, ID MODELS DETENTION AT ECR WITH PARK SITE AND 5:1 SLOPE ID ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT, SPLITTER 9 10 ID ID ID WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP. FILENAME: BASE84P8M.HCI kkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkk-kkkkkkkkkkkkkkkkkkkkkkkkkk 11 12 13 14 OPEN DURING STORM CREEK ID FINAL 100-YR, 24-HR HYDROLOGIC ANALYSIS FOR ID RANCHO CARLSBAD MOBILE HOME PARK ID INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ ID INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE . Oil .067 .017 .01 .01 . 012 . 088 . 016 . 01 .009 1700 300 1 PAGE 2 15 ID INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA 16 ID JN: 13182-D 17 ID FN: RCIOO.HCI 18 ID DATE: DECEMBER 1, 2004 19 ID kkk*kkkkk*kkkkkk*kk**k*kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk 20 IT 5 0 0 300 21 10 4 22 KK Cl 23 KM BASNl FROM COUNTY OF SAN DIEGO CALCS 24 IN 30 25 PB 5.5 26 PI 0 . 009 . 007 . 009 . 009 .011 . 009 . 013 27 PI . 014 . 016 .017 . 02 . 023 . 03 . 045 . 096 28 PI . 082 . 041 . 027 . 023 . 021 . 02 . 019 . 018 29 PI . 01 . 016 . 015 . 014 . 015 . 012 . 013 009 30 PI . 01 . Oil .01 . 009 . 009 .009 .009 31 BA . 87 32 LS 0 90 33 UD .409 34 KKCCDETMELROSE 35 KM DETAIN NEAR N. MELROSE 36 RS 1 STOR -1 37 SV 0 0.32 1.13 3.37 21.53 38 SQ 0 454 .2 688.8 770.4 962 . 9 39 SE 326 .95 335.0 338.0 340.0 345 . 0 40 KK C1-C2 41 KM ROUTE Cl THROUGH C2 42 RS 1 STOR -1 43 RC .06 .08 .06 18380 . 014 44 RX 0 80 300 600 650 1000 1350 45 RY 300 280 260 240 240 260 280 HEC-1 INPUT LINE ID. 39 . 5 219 1400 160 41 220 46 KK C2 47 PB 5.3 48 BA 2 .72 49 LS 0 91 50 UD .480 51 KK COMBINE 52 HC 2 53 KK DETCALA 54 KM DETAIN AT CALVERA LAKE 55 KM BEFORE DAM IMPROVEMENTS 56 RS 1 ELEV 209 . 0 57 SA 21 24 27 30 33 35 38 43 58 SE 208 210 212 214 216 217 218 221 59 SS 216.5 150 2 . 64 1.5 60 KK C2-C3 61 KM ROUTE C2 THROUGH C3 62 RS 1 STOR -1 63 RC .05 . 06 . 05 5620 .021 64 RX 0 200 250 300 800 900 1100 65 RY 200 160 120 100 100 120 140 66 KK C3 67 KM AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (-1-0 03 SQ. 68 PB 5.1 03 SQ. 69 BA . 88 70 LS 0 89 71 UD .201 TRU BASIN 72 73 74 75 76 77 78 79 20.02 24.13 80 76 78 81 700 760 819 82 83 73.27 74.32 74.59 84 KK COMBINE HC 2 KK DETNBJB KM DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLOW- KM EXISTING BASIN WITH 10•X7' BOX & 72" RCP KM INTERPOLATED VALUES FOR SE=77.1' * KO 0 2 0 0 22 RS 1 STOR -1 SA 0 0.09 0.31 SE SQ SQ SE SE 62 0 855 62 75.0 64 100 885 64.65 75.35 66 200 1000 66.21 76 .72 2.26 68 300 1020 67.52 77.1 5.35 70 400 68.68 10.12 72 500 70.02 14.74 74 600 71.58 1 PAGE ID 1. 820 48 140 50 LINE SQ 200 400 600 800 1000 1051.6 1120 1200 1250 1292 SE 64.3 65.7 66.8 67.8 72.5 73.3 74.1 74.8 75.1 75.9 HEC-1 INPUT = t> / 8 9 10 85 KK DIVCC 86 KM PORTION OF BJB FLOW DIVERTED TO NORTH SIDE OF WALL 87 KM ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED 88 KM FLOWS LESS THAN 75 WILL REMAIN IN CALAVERA CREEK 89 KM THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84" RCP 90 DTDIVNORTH 91 DI 0 75 901 971 92 DQ 0 0 470 473 93 KK C4 94 PB 5.2 95 BA 1.24 96 LS 0 88 97 UD .513 9 8 KK COMBINE 99 HC 2 100 KK C3&-RCC 101 KM ROUTE C3 AND C4 THROUGH RCC 102 RS 1 STOR -1 103 RC . 03 . 04 . 03 3900 . 016 104 RX 0 190 280 300 310 325 390 105 RY 48 48.4 48 42 42 46 46 106 KK RCC 107 PB 4.8 108 BA .0545 109 LS 0 87 110 UD .108 111 KK CCTOTAL 112 KM CALAVERA CREEK TOTAL DISCHARGE 113 HC 2 114 KK RETDIV 115 DRDIVNORTH 116 KK RTNOR ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL 117 KM 118 RS 119 RC 12 0 RX 121 RY 122 KK RRC2 123 PB 4.8 1 STOR -1 03 .03 . 03 4400 . 0125 17 20 20.1 61 108 50 50 44 40 38 133 139 50 50 1 PAGE ID. 124 125 126 LINE BA LS UD .208 0 , 185 87 HEC-1 INPUT .10 INPUT LINE NO. 22 34 40 46 51 53 60 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 KK HC KK PB BA LS UD KK HC BOX 2 RRCH 4.7 .425 0 .167 EX_8x8 2 87 KK NURSERY KM KM KM RS SA SQ SE ZZ DETAIN AT NURSERY EAST OF EL CAMINO REAL EXISTING 8'X8'RCB - CLEAR OPENING ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY 1 STOR -1 0.866 1.613 4.119 5.223 0 350 642 856 33.1 34 36 38 SCHEMATIC DIAGRAM OF STREAM NETWORK (V) ROUTING (.) CONNECTOR Cl V V CCDETMEL V V C1-C2 ( >) DIVERSION OR PUMP FLOW (< ) RETURN OF DIVERTED OR PUMPED FLOW C2 COMBINE. V V DETCALA V V C2-C3 66 C3 72 74 90 93 98 100 106 116 122 127 129 134 136 COMBINE. V V DETNBJB DIVCC COMBINE. V V C3&-RCC 111 CCTOTAL 115 114 ->DIVNORTH C4 RCC . <- RETDIV V V RTNOR BOX EX_8x8. V V NURSERY -DIVNORTH RRC2 RRCH (***) RUNOFF ALSO COMPUTED AT THIS LOCATION •]_kkkkkirkk*kkkkkkkkkkkkkirkkkkkirkkkkkkkkkkkk kk*kkkkkkkkkkkkkkk*k*ir*kk*k*kk*k**kkkkk FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS * JUN 1998 HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 609 SECOND STREET * DAVIS, CALIFORNIA 95616 RUN DATE 07APR07 TIME 09:01:00 (916) 756-1104 ^ kkkkkkkk*kkkirkk**kkkk**k*kkkkkkkkk*kkk**k **kkk*kkkkk*kkk*kkirkkk*kirkkirkkkkirkkk*kk **kkkkkkk**kkk*kkk*kkkkirkkkkk*k*kkkkkkkk***kkk*kkkkkkkkk*kkkkkk*kk BASELINE PER CITY OF CARLSBAD (CALAVERA CREEK ONLY) BUT WITH 84 INCH INSTEAD OF WEIR WALL. NO MODS TO BASIN BJB OUTLET, HISTORIC CALAVERA LAKE, NO BASIN BJ. DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO, MODELS DETENTION AT ECR WITH PARK SITE AND 5-1 SLOPE CONSTRUCTED ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT SPLITTER WALL WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP. FILENAME: BASE84P8M.HCI k*k*kkk*k**kkk*kkkk*kkkkkkkkkkkkkkkkkkkkkkkkkkk*kk*kkkkkkkkkkkkkkir FINAL 100-YR, 24-HR HYDROLOGIC ANALYSIS FOR RANCHO CARLSBAD MOBILE HOME PARK INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA CREEK JN: 13182-D FN: RCIOO.HCI DATE: DECEMBER 1, 2 004 kk*kkkkkkkkkkkkk*kkkkk*kkkk**kkkkirkkkkk**kkkkkkkkk kkkkkkkkkkkkkkkk 21 10 OUTPUT CONTROL VARIABLES IPRNT 4 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME OOOO STARTING TIME NQ 3 00 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** * •*• * *** * •* •* *** *** *** *** *** *** *** **+ *** *** *** *** kkk kkk kkk kkk kkk k k-k kkk kkk kkk kkk kk* kkk kkk kkk kkk kkkkkkkkkkkkkk 22 KK 24 IN 31 BA 25 26 PB PI . 00 . 00 . 00 .00 .00 . 00 .00 .00 . 00 , 01 , 01 02 01 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 .01 . 01 . 02 . 01 * Cl * * * kkkkkkkkkkkkkk BASNl FROM COUNTY OF SAN DIEGO CALCS TIME DATA FOR INPUT TIME SERIES JXMIN 3 0 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .87 SUBBASIN AREA PRECIPITATION DATA STORM 5.50 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 01 .01 . 02 . 01 .00 . 00 . 00 .00 . 00 .00 .00 . 00 . 00 .00 .01 .01 , 01 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 01 . 01 . 01 , 01 . 00 .00 . 00 .00 .00 . 00 . 00 . 00 .00 .00 . 01 .01 , 01 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 .00 . 00 .01 .01 ,01 .00 . 00 .00 . 00 .00 .00 .00 . 00 .00 . 01 .01 . 02 , 01 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .01 . 02 .01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 01 . 01 .02 . 01 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 .00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 . 01 . 00 . 00 .00 .00 . 00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 . 01 .00 .00 .00 . 00 .00 . 00 .00 .00 .00 . 00 . 00 . 00 .00 .00 .00 ,00 .00 . 00 . 00 . 00 .00 .00 .00 .00 . 00 . 00 .00 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 .00 .00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 .00 . 00 . 00 .00 .00 . 00 .00 .00 .00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 32 LS 33 UD SCS LOSS RATE STRTL CRVNBR RTIMP .22 INITIAL ABSTRACTION 90.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .41 LAG 653 . 31. 83. 255. 462. 336. 249. 188. 23. 17. 12 . 9 . 535 . 136 . 7 . 805 . 102 . 5 . UNIT HYDROGRAPH 2 7 END-OF-PERIOD ORDINATES 925. 918. 805. 75. 4 . 56 . 2 . 41, 0. *k* kkk kkk kkk kkk kkk kkk kk* k** kk* *k* *** *kk *** kk* kkk k** kkk kk* kkk kk* kk* kkk *kk kkk kkk kk* kk* *** kk* *** *k* kk* **k**k****kk** k k 34 KK CCDETMEL ROSE 3 6 RS 37 SV 3 8 SQ 39 SE DETAIN NEAR N. MELROSE HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT STORAGE .0 .3 1.1 3.4 DISCHARGE 0. 454. 689. 770. ELEVATION 326.95 335.00 338.00 340.00 21.5 963. 345.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 454. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) kkk kkk kk* kkk k*k kkk kk* kkk *** kkk kkk kk* kkk kk* kkk kk* *** kk* kkk kk* kkk kk* kkk kk* kkk kkk *** kkk kkk kkk kkk kkk kk* kkk*****kk***k 40 KK 42 RS 43 RC C1-C2 * *kkkk****kkk*k ROUTE Cl THROUGH C2 HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT I RIGHT OVERBANK -- NORMAL DEPTH CHANNEL ANL .06 0 LEFT OVERBANK N-VALUE ANCH .080 MAIN CHANNEL N-VALUE ANR .060 RIGHT OVERBANK N-VALUE RLNTH 183 80. REACH LENGTH SEL .0140 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA --- LEFT OVERBANK --- + MAIN CHANNEL + --- 45 RY ELEVATION 300.00 280.00 260.00 240.00 240.00 260 00 280.00 300.00 44 RX DISTANCE .00 80.00 300.00 600.00 650.00 1000.00 1350.00 1700.00 STORAGE .00 13 5.00 2861.30 3813.07 4885.71 6078.27 OUTFLOW .00 1153.86 70134.98 108385.70 158375.70 218660.80 ELEVATION 240.00 243.16 258.95 262.11 265.26 268.42 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 406.75 815.26 1360.52 2042.53 5146.52 13089.18 25976.30 44711.89 246.32 249.47 252.63 255.79 STORAGE 7390.74 8823.15 10375.47 12046.08 13813.70 15671.79 17620.34 19659.36 21788.86 24008.81 OUTFLOW 290153.10 373681.00 470025.30 580577.20 706398.30 846456.201001097.001170690.0013 55 616.001556263.00 ELEVATION 271.58 274.74 277.89 281.05 284.21 287 37 290.53 293.68 296.84 300.00 *** *** kk* kkk **k *k* *** kkk kk* kk* **k kkk kkk kk* kk* kk* kk* *k* kk* kk* * * * * * * * * * * * k *-*r* * * * * k k kkk kkk kkk ************** 46 KK C2 48 BA 47 PB 2 6 PI .00 . 00 . 00 . 00 . 00 , 00 00 . 00 . 00 . 00 . 00 ,00 ,00 00 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 2.72 SUBBASIN AREA PRECIPITATION DATA STORM 5.30 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 . 00 .00 .00 00 .00 .00 00 ,00 . 00 00 00 .00 .00 .00 .00 .00 .00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 . 00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 . 00 . 00 . 01 . 01 . 02 . 01 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 , 00 .00 . 00 . 01 . 01 . 02 .01 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 . 01 . 01 . 02 .01 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00, . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 . 01 .01 . 01 .01 . 00 .00 . 00 .00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 01 . 01 . 01 . 01 . 01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 01 . 01 . 01 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 01 . 01 . 01 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .01 . 01 .02 . 01 .00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 01 .02 . 01 .00 . 00 . 00 . 00 .00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 .00 .01 .01 .02 . 01 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 49 LS 5 0 UD SCS LOSS RATE STRTL CRVNBR RTIMP .20 INITIAL ABSTRACTION 91.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .48 LAG ^2205 . 181. 1870. 1418. 538. 1100. 1820. UNIT HYDROGRAPH 31 END-OF-PERIOD ORDINATES 2339. 2509. 2466. 1058. 810. 635. 494. 373. 292. 226. 173. 132. 102. 79. 62. 47. 36. 28. 23. 18. 13. 9. 5. 1. *** **+ *** *** **k kkk kk* kkk kkk kkk *** kk* kk* kkk *** *** **k kkk kkk kk* kk* kkk kk* *kk kkk kkk kk* **k kkk kk* kkk *** *kk kkkkkk******** k k 51 KK * COMBINE * -* * 52 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE * * k k * * * * * * * * * * * * * * * k * kkk * * k k k * kkk * * * * * * k k * k * * k * * **• kkk * * * * * k * * * k k * *** kkk kk* *** *** **k kkk kk* kkk kkk kkk kkkkkkkkk***** 53 KK * DETCALA * * * k**kkkkk****** DETAIN AT CALVERA LAKE BEFORE DAM IMPROVEMENTS HYDROGRAPH ROUTING DATA 56 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 2 09.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 57 SA AREA 21.0 24.0 27.0 30.0 33.0 35.0 38.0 39.5 41.0 43.0 58 SE ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00 59 SS SPILLWAY CREL 216.50 SPILLWAY CREST ELEVATION SPWID 150.00 SPILLWAY WIDTH COQW 2.64 WEIR COEFFICIENT EXPW 1.5 0 EXPONENT OF HEAD STORAGE .00 44.97 286.37 325.12 365.37 407.36 ELEVATION 208.00 210.00 218.00 219.00 220.00 221.00 COMPUTED STORAGE-ELEVATION DATA 95.94 152.91 215.89 249.88 212.00 214.00 216.00 217.00 OUTFLOW .00 .00 81.03 140.01 222.33 331.87 ELEVATION 208.00 216.50 216.85 217.00 217.18 217.39 OUTFLOW 472.52 648.18 2187.61 2654.95 3184.51 3780.19 ELEVATION 217.63 217.89 219.63 220.06 220.51 221.00 COMPUTED OUTFLOW-ELEVATION DATA .65 5.19 17.50 41.49 216.51 216.56 216.63 216.72 862.73 1120.06 1424.06 1778.62 218.18 218.50 218.85 219.22 233 .11 . 65 216.51 286.37 727 . 50 218.00 407 .36 3780.19 221.00 STORAGE 234.53 236 OUTFLOW 5.19 17.50 ELEVATION 216.56 216 STORAGE 293.26 305 OUTFLOW 862.73 1120 ELEVATION 218.18 218 STORAGE OUTFLOW ELEVATION 90 .00 240 . 00 41.49 208.00 63 216 244.56 56 319 81.03 06 1424 216.85 50 218 325.12 1565.33 219.00 24 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 44.97 95.94 152.91 215.89 232.63 00 .00 .00 .00 .00 212.00 214.00 216.00 216.50 210.00 .72 249.88 .10 140.01 .06 217.00 .85 333.93 1778.62 219 .22 256.25 222 .33 217.18 263.72 331.87 217.39 272 .34 472 .52 217.63 282 .17 648.18 217.89 350.10 365.37 367.65 386.70 2187.61 2592.97 2654.95 3184.51 219.63 220.00 220.06 220.51 *** *** *kk kk* kk* kkk *** kk* *kk kkk kkk *** kkk k** *** *** *k* *** *** kk* kkk *** kk* *k* **k *** *** kk* kkk *** **k *** *** 6 0 KK **kkkkkk***kkk k k * C2-C3' * k k k**kkk***k**** ROUTE C2 THROUGH C3 HYDROGRAPH ROUTING DATA 62 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 63 RC NORMAL DEPTH CHANNEL ANL .050 LEFT OVERBANK N-VALUE ANCH .060 MAIN CHANNEL N-VALUE ANR .050 RIGHT OVERBANK N-VALUE RLNTH 5620. REACH LENGTH SEL .0210 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK -f MAIN CHANNEL + RIGHT OVERBANK 65 RY ELEVATION 200.00 160.00 120.00 100.00 100.00 120.00 140.00 160.00 64 RX DISTANCE .00 200.00 250.00 300.00 800.00 900.00 1100.00 1400.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 352.92 732.65 1139.18 1572.78 2042.30 2552.03 3101.96 3693.53 4339.95 OUTFLOW .00 28999.61 93310.91 186085.70 307588.40 466632.80 656751.60 879534.701135227.001426614.00 ELEVATION 100.00 105.26 110.53 115.79 121.05 126.32 131.58 136.84 142.11 147.37 STORAGE 5044.46 5807.04 6620.45 7454.95 8307.33 9177.57 10065.68 10971.66 11895.51 12837.23 OUTFLOW 1758591.002133 645.002 568418.003 060373.003 598547.004181839.004809623.005481520.0061973 08.0 06956868.00 ELEVATION 152.63 157.89 163.16 168.42 173.68 178.95 184.21 189.47 194.74 200.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 307588. TO 6956868. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) irk* *k* *k* *** *** *kk *** kk* kkk k** kkk kkk kkk k** *** *** *** *** *** *kk kk* kk* kkk kkk *** *** *** kkk *** kk* *k* kk* *** ****kk**kkkk** k k 66 KK * C3 * * * kkk*********** 69 BA 68 PB 26 PI . 00 .00 .00 . 00 . 00 .00 .00 . 00 . 00 .01 . 01 .02 .01 .00 . 00 .00 . 00 . 00 .00 . 00 .00 .00 .00 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 01 .01 . 02 .01 .00 . 00 .00 . 00 .00 . 00 .00 .00 .00 .00 .00 AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (-1-0.03 SQ. MI.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .88 SUBBASIN AREA PRECIPITATION DATA STORM 5.10 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 01 .01 . 02 . 01 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 .00 .00 .00 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 .00 . 00 . 01 . 01 .01 .01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 .00 .00 .00 . 00 .00 .00 . 00 . 00 . 00 .01 .01 .01 . 01 .01 . 00 .00 .00 . 00 . 00 . 00 . 00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 . 00 .01 . 01 . 01 . 00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 .00 .00 . 00 . 00 . 00 .00 . 00 .01 . 01 . 01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 01 . 01 . 02 . 01 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 , 00 . 00 , 00 , 00 . 00 . 00 . 00 , 01 , 02 , 01 ,00 , 00 ,00 ,00 , 00 , 00 , 00 , 00 ,00 , 00 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .01 . 01 . 02 . 01 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 • •00 .00 .00 .00 .00 .00 .00 00 .00 .00 -00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7 0 LS SCS LOSS RATE STRTL .25 INITIAL ABSTRACTION CRVNBR 89.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 71 UD SCS DIMENSIONLESS UNITGRAPH TLAG .2 0 LAG UNIT HYDROGRAPH 14 END-OF-PERIOD ORDINATES 425. 1401. 1749. 1405. 786. 452. 257. 149. 85. 48. 27. 17. 10. 3. kkk kkk **k *** *** *** *** *** *** *** kkk kk* kkk kk* kkk *** kkk kkk kkk *** *kk k** *** *** kkk kk* kkk kk* *** *** *kk *** *** ************** * * 12 KK * COMBINE * **kkkkk**kkkkk 73 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** kkk kk* *** *** *** *** kkk kk* kk* *** *** **k k** kkk kkk kkk *** kkk kk* kkk kkk kk* kkk kkk **k *** *** *** *kk kkk kk* *** ************** * * lA KK * DETNBJB * * * kkkkkk******** DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLOW-TRU BASIN EXISTING BASIN WITH 10'X7' BOX & 72" RCP INTERPOLATED VALUES FOR SE=77.1' HYDROGRAPH ROUTING DATA 78 RS STORAGE ROUTING NSTPS ITYP 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION RSVRIC -1 .00 INITIAL CONDITION X . 00 WORKING R AND D COEFFICIENT 79 SA AREA 0 .1 .3 2.3 5.3 10.1 14.7 20.0 24.1 80 SE ELEVATION 62 . 00 64.00 66.00 68.00 70.00 72 . 00 74.00 76.00 78.00 81 SQ DISCHARGE 0 100. 200. 300. 400. 500. 600. 700. 760. 819. 855 885 . 1000. 1020. 83 SE ELEVATION 62.00 64.65 66.21 67.52 68.68 70.02 71.58 73.27 74.32 74 . 59 75 .00 75.35 76.72 77 .10 * * •* COMPUTED STORAGE-ELEVATION DATA STORAGE .00 . 06 .44 2.71 10.10 25.32 50.04 84.66 128.75 ELEVATION 62 . 00 64 . 00 66.00 68.00 70.00 72.00 74 . 00 76.00 78.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 06 .14 .44 . 52 1.78 2 .71 4.54 10.10 10.21 OUTFLOW . 00 75 47 100.00 186.54 200.00 300.00 341.38 400.00 498.51 500 . 00 ELEVATION 62 . 00 64 00 64.65 66.00 66.21 67 . 52 68.00 68.68 70.00 70.02 STORAGE 21 .31 25 32 39.93 50.04 54.88 59.16 66 . 03 72.24 84.66 99.59 OUTFLOW 600 .00 624 85 700.00 741.71 760.00 819.00 855.00 885.00 939.56 1000.00 ELEVATION 71 . 58 72 00 73 .27 74 . 00 74.32 74.59 75.00 75.35 76.00 76.72 STORAGE 107 .89 128. 75 OUTFLOW 102 0 .00 1067. 37 ELEVATION 77 10 78. 00 *** WARNING *** MODIFIED PULS ROUTING 0. TO 100. THE ROUTED HYDROGRAPH GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED STORAGE (USE A LONGER REACH.) MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS BY DECREASING THE TIME INTERVAL OR INCREASING *** *** kkk *** *** kk* kkk *** kkk kkk kk* kk* kkk k** kk* kkk **k k*k **k kk* kkk kkk kkk kk* kkk *** *kk kkk kk* *** *** *** *kk kkkkkk******** 85 KK * DIVCC * *kk*kkkkkkkk** PORTION OF BJB FLOW DIVERTED TO NORTH SIDE OF WALL ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED FLOWS LESS THAN 7 5 WILL REMAIN IN CALAVERA CREEK THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84" RCP DT DIVERSION ISTAD DIVNORTH DIVERSION HYDROGRAPH IDENTIFICATION DI INFLOW .00 75.00 901.00 971.00 DQ DIVERTED FLOW .00 .00 470.00 473.00 *** *** **• *** *** *•* •** *** kkk kkk *** *** *** *** kkk kk* kkk kkk kk* kkk kkk *** *** *k* *** *** *kk kkk kkk kkk kk* *** ************** 93 KK * C4 * •* * ********k*kkk* SUBBASIN RUNOFF DATA 95 BA SUBBASIN CHARACTERISTICS TAREA 1.24 SUBBASIN AREA PRECIPITATION DATA 94 PB STORM 5.20 BASIN TOTAL PRECIPITATION 2 6 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 ,00 .00 .00 00 .00 .00 00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 . 00 .00 .01 . 01 .02 .01 .00 .00 .00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 ,00 96 LS .00 .00 .01 . 01 .02 .01 .00 .00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 .00 ,00 .00 .01 01 , 02 ,01 .00 .00 .00 00 . 00 . 00 . 00 .00 ,00 00 .00 , 00 00 .00 00 00 .00 00 00 .01 ,01 01 . 01 .00 00 ,00 .00 .00 .00 .00 00 ,00 . 00 .00 . 00 . 00 00 ,00 . 00 SCS LOSS RATE STRTL CRVNBR RTIMP .00 .00 .01 .01 .01 .01 . 01 .00 .00 .00 . 00 .00 .00 .00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 .00 .00 .00 .01 .01 . 01 . 00 .00 .00 .00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 . 00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 . 00 .00 . 00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .01 .00 . 00 . 00 .00 .00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 .00 .27 INITIAL ABSTRACTION 88.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA .00 .00 .00 .01 .02 .01 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 . 00 . 00 . 00 .00 .00 .00 .00 . 00 .01 . 01 .02 .01 .00 .00 .00 .00 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .00 97 UD SCS DIMENSIONLESS UNITGRAPH TLAG .51 LAG 1002. 883 . 70. 206, 731. 422. 714. UNIT HYDROGRAPH 33 END-OF-PERIOD ORDINATES 946. 1069. 1074. 548. 419. 328. 262. 206. 158. 125. 99. 77. 59. 47. 37. 29. 22. 18. 14. 11 9. 7. 5. 4. 2. 0. *** *** *** *** *** *** *** *** *** *** +** *** *** *** *** irir* *** *** **ir ir * * *** *** *** *** *** *** *** -**•* +** *** **+ *** *************** 98 KK * COMBINE * 99 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE •* * •* *** *** *** *** *** *** *** *** *** *** *** *** *** **+ •*• * * *** *** *** *•+ *** *kk kkk kk* kkk kkk kkk kkk kkk kkk kkk kk* kkkkkk******kk k k 100 KK * C3&-RCC * •* * ************** ROUTE C3 AND C4 THROUGH RCC HYDROGRAPH ROUTING DATA 102 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 103 RC NORMAL DEPTH CHANNEL ANL .03 0 LEFT OVERBANK N-VALUE ANCH .040 MAIN CHANNEL N-VALUE ANR .03 0 RIGHT OVERBANK N-VALUE RLNTH 3 9 00. REACH LENGTH SEL .0160 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK + MAIN CHANNEL -i- RIGHT OVERBANK 105 RY ELEVATION 48.00 48.40 48.00 42.00 42.00 46.00 46.00 48.00 104 RX DISTANCE .00 190.00 280.00 300.00 310.00 325.00 390.00 820.00 STORAGE .00 .34 3.10 3.87 4.72 5.63 OUTFLOW .00 8.00 203.89 276.76 362.44 461.59 ELEVATION 42.00 42.34 44.02 44.36 44.69 45.03 STORAGE 6.61 7.67 40.38 53.75 69.43 90.61 OUTFLOW 574.92 703.08 3288.16 4591.43 6331.69 8901.05 ELEVATION 45.37 45.71 47.39 47.73 48.06 48.40 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA •75 1.23 1.78 2.41 26.64 55.11 93.73 143.10 42.67 43.01 43.35 43.68 9.06 13.56 20.28 29.22 851.16 1132.57 1601.86 2305.50 46.04 46.38 46.72 47.05 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 106 KK RCC ************** 108 BA 107 PB 26 PI . 00 . 00 . 00 . 00 . 00 . 00 , 00 ,00 00 .00 . 00 . 00 . 00 . 00 .00 ,00 ,00 00 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .05 SUBBASIN AREA PRECIPITATION DATA STORM 4.80 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN . 00 . 00 . 00 . 00 .00 .00 .00 .00 .00 . 00 . 00 . 00 .00 .00 . 00 .00 ,00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 ,00 00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 .00 .00 .00 .01 . 01 . 02 . 01 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .01 .01 . 02 . 01 . 00 .00 .00 . 00 .00 . 00 .00 .00 .00 .00 . 00 . 00 . 00 . 00 .00 . 00 .01 . 01 .02 .01 .00 .00 .00 .00 .00 .00 . 00 . 00 . 00 .00 .00 .00 . 00 . 00 . 00 .00 .00 .01 . 01 .01 . 01 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 01 . 01 . 01 .01 . 01 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 .01 . 01 . 01 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .01 . 01 . 01 . 00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 01 .01 . 02 .01 . 00 .00 . 00 .00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 .01 . 02 .01 .00 .00 .00 . 00 .00 .00 . 00 .00 . 00 .00 .00 . 00 . 00 .00 . 00 . 00 . 01 .01 . 02 .01 .00 . 00 .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 109 LS 110 UD SCS LOSS RATE STRTL CRVNBR RTIMP .30 INITIAL ABSTRACTION 87.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .11 LAG 1 . 103 , 174, 87 35 UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 14. 6. 2. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 111 KK * CCTOTAL * * * ************** *** *** *** *** *** irirk kkk kk* CALAVERA CREEK TOTAL DISCHARGE 113 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** ** *** *** *** *** *** *** *** *** *** *** *** * *** *** *** *** *** iririr *** ir ir ir ************** 114 KK * RETDIV ************** 115 DR RETRIEVE DIVERSION HYDROGRAPH ISTAD DIVNORTH DIVERSION HYDROGRAPH IDENTIFICATION *** *** *** *** *** *** *** *** *** *** *** *** iririr *** *** *** *** iririr *** **, *** *** *** *** *** *** *** *** *** *** *** ************** 116 KK * RTNOR ************** ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL HYDROGRAPH ROUTING DATA 118 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 119 RC NORMAL DEPTH CHANNEL ANL .030 LEFT OVERBANK N-VALUE ANCH .03 0 MAIN CHANNEL N-VALUE ANR .03 0 RIGHT OVERBANK N-VALUE RLNTH 4400. REACH LENGTH SEL .0125 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA --- LEFT OVERBANK -t- MAIN CHANNEL + RIGHT OVERBANK 121 RY ELEVATION 50.00 50.00 44.00 40.00 50.00 50.00 120 RX DISTANCE 17.00 20.00 20.10 61.00 139.00 140.00 38.00 108.00 50.00 133.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE 16.41 21.32 26.74 OUTFLOW 1520.95 2199.80 3015.63 ELEVATION 3! 41.79 42.42 43.05 ,00 .52 32 .65 00 13.05 3975 .79 00 38.63 43 . 68 ,00 45.49 100.45 STORAGE 3 5 79.21 86.21 93.29 OUTFLOW 5182.82 6635.65 15980.22 18241.64 20628.37 23138.66 ELEVATION 44.3 2 44.95 48.11 48.74 49.37 50.00 2 .06 82 . 89 39.26 52 . 07 45.5i 4.64 244.39 39.89 58.72 8. 06 546.37 40.53 65.47 11.99 971.97 41.16 72.30 8232.74 9969.34 11841.54 13846.07 46.21 46 . 84 47 .47 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 11842. TO 23139. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 122 KK RRC2 ************** 124 BA 123 PB 26 PI ,00 .00 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .21 SUBBASIN AREA PRECIPITATION DATA STORM 4.80 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 ,00 00 ,00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 00 00 .00 .00 .00 •00 .00 .00 .00 .00 00 00 .00 .00 .00 .00 .00 .00 .00 .00 00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .01 .00 .00 .01 00 01 .01 .01 .01 •01 .01 .01 .01 .01 .01 01 .01 .01 .01 •01 .01 .01 .01 .02 .02 02 .02 .02 .02 •01 .01 .01 .01 .01 .01 01 .01 .01 .01 •01 -01 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 •00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 -00 .00 .00 .00 .00 00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 12 5 LS SCS LOSS RATE STRTL .30 INITIAL ABSTRACTION 126 UD CRVNBR RTIMP 87.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .19 LAG 27 . 15 , 120. 5. 380. 3 . 437 . 1. 313 UNIT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 162. 91. 50. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** iririr *** **, 127 KK ************** BOX ************** 128 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** iririr *** *** iririr ir * * *** iririr *** i, i, i, **k kk* *** *** kkk *** *** *** *** *** *** ************** 129 KK RRCH 131 BA 130 PB 26 PI .00 .00 00 .00 .00 .00 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .43 SUBBASIN AREA PRECIPITATION DATA STORM 4.70 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN -00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 . 00 . 00 . 00 . 00 .00 .01 . 01 . 02 . 01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 132 LS .00 .00 .00 .00 .00 .00 . 01 . 01 . 02 . 01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 00 ,00 .00 .01 . 01 .02 , 01 , 00 . 00 . 00 00 . 00 . 00 00 . 00 . 00 , 00 00 . 00 , 00 00 00 00 . 00 , 00 ,00 . 00 , 00 . 00 , 00 .01 , 01 01 , 01 .00 .00 .00 .00 00 . 00 .00 . 00 . 00 .00 .00 .00 .00 00 . 00 . 00 . 00 . 00 . 00 .00 .00 . 00 .01 . 01 . 01 . 01 . 01 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 .01 . 01 . 01 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 01 . 01 . 01 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 .00 .01 .01 .02 . 01 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 .00 . 00 .00 .01 . 02 . 01 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 .00 .01 .01 . 02 .01 . 00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 . 00 SCS LOSS RATE STRTL CRVNBR RTIMP .30 INITIAL ABSTRACTION 87.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA 133 UD SCS DIMENSIONLESS UNITGRAPH TLAG . 17 LAG 306 . 40 . 21. 11. 6 . 920. 2 . 923 . 558. UNIT HYDROGRAPH 12 END-OF-PERIOD ORDINATES 279. 147. 77. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 134 KK * EX_8x8 * ************** 13 5 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 13 6 KK * NURSERY * ************** DETAIN AT NURSERY EAST OF EL CTVMINO REAL EXISTING 8'X8'RCB - CLEAR OPENING ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY HYDROGRAPH ROUTING DATA 140 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT 141 SA 142 SQ 143 SE AREA DISCHARGE ELEVATION . 9 0. 33 .10 1.6 350. 34 . 00 4.1 642. 36 . 00 5.2 856. 38.00 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION . 00 33 .10 1.10 34.00 6 . 64 36 . 00 15.96 38.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 350. THE R0UTE6 HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES BASIN AREA -I- MAXIMUM TIME OF OPERATION STATION STAGE MAX STAGE HYDROGRAPH AT Cl PEAK TIME OF FLOW PEAK 505. 10.25 AVERAGE FLOW FOR MAXIMUM PERIOD 6-HOUR 24-HOUR 72-HOUR 249. 102 , 98. -I- .87 + 335.64 87 240.99 + 2 .12 -I- 3.59 -I- 3 . 59 •f 218.76 + 3.59 -t- 100.24 ROUTED TO 10.25 ROUTED TO 11. 00 HYDROGRAPH AT 2 COMBINED AT ROUTED TO 11.17 ROUTED TO 11.33 HYDROGRAPH AT CCDETMEL C1-C2 C2 COMBINE DETCALA C2-C3 C3 504. 10.25 361. 11.00 1519. 10.33 1831. 10.42 1348. 11.17 1325. 11.33 475. 10.08 249 . 235 , 760. 988. 745 . 743 224 , 102 . 98. 311. 409. 291. 290. 88 91, 98 . 95 . 299. 394 . 280 . 279 , + 4.47 + 4.47 •f 76.38 + 4.47 -I- 4.47 -I- 1.24 + 5.71 -I- 5 .71 + 46.10 05 + 5.76 + .00 -I- . 00 + 40.37 ,21 .21 2 COMBINED AT ROUTED TO 12.58 DIVERSION TO HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT ROUTED TO 10 . 83 HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT ROUTED TO 12 .75 HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT COMBINE 1501. 11.17 DETNBJB DIVNORTH RCC RTNOR RRC2 971. 12.5i 473. 12.5S DIVCC 498. 12.58 C4 629. 10.42 COMBINE 907. 10.67 C3&-RCC 896. 10.83 26. 10.00 CCTOTAL 909. 10.75 RETDIV 473. 12.5f 473. 12.75 99. 10.Of BOX 497. 12.17 879 . 832 421. 411. 314 . 681. 680. 12 691 421. 421. 46. 444. 381. 381, 181. 200. 128. 328. 326 . 331. 181. 179. 19. 198. 367 . 367. 174 193 123 . 316 , 314 , 319 . 174, 173 , 18, 191, RRCH 198. 10.00 43 92 , 38, 36 . 2 COMBINED AT . 63 EX 8x8 549. 12.08 504. 236. 227, -I- .63 -I- 35.34 ROUTED TO 12 . 50 NURSERY 545. 12.50 503. 236. 227 *** NORMAL END OF HEC-1 *** 0' 100' SCALE: r = 100' FOR SECTIONS IN EXIST: CHANNEL, SEE SHEET 2 EXHIBIT R EL CAMINO REAL WIDENING CROSS SECTIONS DOWNSTREAM OF EXISTING DOUBLE 8x4' RCB NEAR KEUY DRIVE SHEET 1 OF 2 G:\101307\Hydroiogy\ECR\PREVI0US DRAINAGE\Submlttal#2\XSection.dwg Jan 27, 2014 11:48am Xrefs: 1007ATP01; 1007AMAP; 9820GRD; 1007AUTL7; 1007wstr; 1007wpro; 1007WUTL; 1007ASITE; 0114TPCH; ll 40 DATUM ELEV \ y ^EXISTING GROUND V y ^EXISTING GROUND ^EXISTING WATER EXISTING QIOO PROPOSED WATE ULTIMATE QIOO SURFACE ELEVAVQ = 734.84 CFS R SURFACE ELEVATI /= 43.3± ON = 4J4± 30.00 lO-OO 11+00 12+00 SECTION 1 SCALE: HORIZ. 1" = 40' VERT. 1" = 8' 13+00 14+00 15+00 40 M ELEV 5.00 _ \ / \ \ i \l / /^DffSTJNGGRO IND - / •± '7.6± --( EX PRC WG WATER SURFAi 'STING 0100 = 734. POSFn WA TER SURF / 1EELEVAV0N= 37.6 34 CFS ACE ELEVATION = J •± '7.6± www 1 f Isri If VMATE 0100= Sik ' 1 fcfcfa WW 1 ffWTT W '^l •^1 SECTION 2 SCALE: HORIZ. 1" = 40' VERT, r = 8' SHEET 2 OF 2 3p G:\101307\Hydrology\ECR\PREViOUS DRAINAGE\Submittal#2\XSection.dwg Jan 27, 2014 11:48am Xrefs: 1007ATP01; 1007AMAP; 9820GRD; 1007AUTL7; 1007wstr; 1007wpro; 1007WUTL; 1007ASITE; 0114TPCH; 100