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HomeMy WebLinkAboutParcel Map 11984 Parcel 1 Hydrology & Hydraulic StudyHYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA CALIFORNIA PREPARED FOR: JAG INVESTMENTS, LLC 43710 PIASANO PLACE TEMECULA, CA 92592 951) 326-4702 PREPARED BY: I Engineering & Consulting, Inc, 36263 CALLE DE LOBO MURRIETA, CA 92562 951) 304-9552• FAX(951) 304-3568 DATE PREPARED: SEPTEMBER 14, 2015 REVISED: DECEMBER17, 2015 AUGUST 7, 2017 HYDROLOGY AND HYDRAULICS STUDY j FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. gPOFESS/C CASyFi5Fy j NO.59835 A EXP. 12/31/17 sTgT Civil. OF CAO' 08/07/2017 Joseph L. Castaneda RCE 59835 Date Seal Registered Civil Engineer JLC:c..,.w.e.i., 0: 17.01.ISEngineennd YdmloU Plmn epo ydm Report-I21715docx HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA TABLE OF CONTENTS I.INTRODUCTION.................................................................................................. 1 II. PROJECT SITE AND DRAINAGE AREA OVERVIEW ................................................. 1 Ill. HYDROLOGY ANALYSIS......................................................................................2 IV. HYDRAULIC ANALYSIS.......................................................................................2 V. WATER QUALITY............................................................................................... 5 V1. CONCLUSIONS................................................................................................... 6 VII. REFERENCES.................................................................................................... 6 FIGURES FIGURE 1: VICINITY MAP FIGURE 2: FEMA FIRM MAPS FIGURE 3: FEMA FLOODwAY LOCATION APPENDICES APPENDIX A:POST-PROJECT CONDITION ONSITE HYDROLOGY ANALYSIS APPENDIX A.1: RATIONAL METHOD ANALYSIS- 100-YEAR STORM EVENT APPENDIX B:HYDRAULIC CALCULATIONS APPENDIX B.1: DROP INLET CALCULATIONS APPENDIX C:WATER QUALITY ANALYSIS APPENDIX C.1: 85T" PERCENTILE RAINFALL MAP APPENDIX C.2: BMP DESIGN VOLUME FOR SANTA MARGARITA WATERSHED APPENDIX C.3: BIORETENTION FACILITY-DESIGN PROCEDURE SPREADSHEETS FOR IRREGULAR SHAPED FACILITIES APPENDIX D:WATER SURFACE PROFILE GRADIENT PROGRAM CALCULATIONS APPENDIX D.1: EXISTING STORM DRAIN IN PECHANGA PARKWAY- EXISTING CONDITION APPENDIX D.2: EXISTING STORM DRAIN IN PECHANGA PARKWAY- PROPOSED CONDITION APPENDIX D.3: LINE 1 STORM DRAIN 1LC I tottlifill,Im 0:M7.0LI5Engineenng0.iydmloU PIaNReprntsWytlro Repon-1217I5(Aumsaved).docx HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA EXCERPTS EXCERPT A: TRACT NO. 13060-1 STREET IMPROVEMENT PLANS EXCERPT B: PLANS FOR THE STREET WIDENING OF CITY OF TEMECULA PROJECT NO. PW 99-11 PECHANGA PARKWAY-PHASE II EXCERPT C: STREET AND BRIDGE IMPROVEMENT PLANS FOR PALA ROAD, PROJECT PW 97-15 EXCERPT D: EXCERPTS FROM THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE STUDY FOR RIVERSIDE COUNTY, CALIFORNIA AND UNINCORPORATED AREAS, VOLUME 1 OF 4 EXHIBITS EXHIBIT A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY MAP EXHIBIT B: DRAINAGE FACILITIES MAP EXHIBIT C: HYDROLOGIC SOILS MAP EXHIBIT D: RAINFALL MAPS EXHIBIT E: SLOPE OF INTENSITY DURATION CURVES 0:Q p.01.ISEngince ngWy&oloV_Plm eNmrt Hydro Report-121715.doex HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA I. INTRODUCTION The Mexico Cafe is a proposed restaurant that will construct a restaurant building, parking lot area, and four bioretention basins. The purpose of this study is to determine the peak 100-year flows emanating from the project site, and determine the necessary drainage improvements that will flood protect the project. Additionally, the project will construct bioretention basins that will adequately address water quality treatment. The scope of this report includes: Determine the peak 100-year peak flow rates for post-project conditions for the onsite areas using the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Rational Method. Determine the required storm drain improvements to flood protect the site. Determine the required Best Management Practices (BMPs) that will be necessary to treat the required water quality volume generated by the project site. Preparation of a preliminary hydrology and hydraulic report, which consists of hydrological and analytical results and exhibits. II. PROJECT SITE AND DRAINAGE OVERVIEW The Mexico Cafe is a proposed restaurant located in the City of Temecula. The project is roughly bounded by Temecula Creek to the north, Temecula Creek RV Storage to the east, and fronting Pechanga Parkway. The project site is located in Section 19 of Township 8 South, Range 2 West. The project consists of APN 961-440-015, and will construct one restaurant building, parking lot area, and four bioretention basins. The bioretention basins are utilized for water quality treatment, and will discharge the peak 100-year flows into the existing storm drain within Pechanga Parkway. Subsurface storm drain will be utilized to discharge peak flow rates from the basins, as well as low-flows from the basins associated with the underdrains. The basins will discharge into subsurface storm drain that will convey the flows to the existing storm drain system within Pechanga Parkway adjacent to WQ Basin 1. A portion of the project site is located within a FEMA floodway, as shown on Figures 2A and 2B. The project site is on the boundary of FIRMs 06065C3305G and 06065C3285G, therefore excerpts from both maps have been included. The Floodway has been delineated on the project site, as shown in Figure 3.The building has been located outside of the Floodway. Additionally, FIRM 06065C3305G indicates that the highest adjacent Base Flood Elevation (BFE) is elevation 1011. The pad elevation for the building has been located at elevation 1012.5, which is JLC[q CunlUq,Im 0:@I].OLISEn6in«nn6 YdmloU_PIanReponsWydm Report121915.docx t HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA over 1 foot above the highest adjacent BFE. Therefore the project site will not impact the FEMA Floodway, and the building will be located above the BFE. III. HYDROLOGY ANALYSIS The RCFC & WCD Hydrology Manual (Reference 1) was used to develop the hydrological parameters for the rational method. The calculations were performed using the computer program developed by Civil Cadd/Civil Design. The existing soil types are Soils A, A/D, and an unclassified soil described as Riverwash. Riverwash is typically associated with high infiltrating soils, therefore this soil was classified as Hydrologic Soil type A for the hydrology analyses. In order to be conservative, the areas designated as A/D were delineated as soil type "D". Exhibit C is a Hydrologic Soils Map which was obtained from the United States Department of Agriculture, Natural Resources Conservation Service (NRCS) WebSoil Survey. The following rainfall depths (in inches) were utilized in the hydrology analyses, which were obtained from the RCFC & WCD Hydrology Manual's Isohyetal Maps: Storm Event Duration 1-hour 2-Year 0.60 100-Year 1.30 The slope value used for the rational method value is 0.55. The rainfall maps have been included Exhibit D, and the slope of intensity duration curves have been included as Exhibit E. The onsite area was analyzed as four watershed areas designated as areas A, B, C, and D. Area A is tributary to WQ Basin #1, Area B is tributary to WQ Basin #2, Area C is tributary to WQ Basin #3, and Area D is tributary to WQ Basin #4. The project site was analyzed as commercial land use, which is considered conservative due to the WQ Basin areas being landscaped, pervious areas. The corresponding runoff index numbers are 32 for Soil Type "N', and 75 for Soil Type "B". The rational method hydrology calculations have been included in Appendix A, and the onsite rational method hydrology map has been included as Exhibit A. IV. HYDRAULIC ANALYSIS The proposed project will incorporate subsurface storm drain to convey the tributary onsite flows to Pechanga Parkway and discharge into the existing storm drain system. The onsite storm drain system has been designed to intercept the peak 100- 1C.A.G{IueI l 1 Etas dt lot,l¢. 0:@I7.01.15\Enginttring1lydrologY_PIan%ReponsWytlroReport-I217I5.dO<x 2 HYDROLOGY AND HYDRAULICS STUDY r FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA year flow rate of 9.40 ft3/s. A water surface profile gradient program calculation was performed for the existing storm drain (See Excerpt A)within Pechanga Parkway to determine if the project site would adversely impact the existing hydraulics of the system. In order to determine the impacts, an existing condition analysis was performed for the system. The system was analyzed from Temecula Creek to just upstream of Silverado Lane along Clubhouse Drive. The analysis of the system ended at this location since the friction slope for a 36" diameter pipe with 40 ft3/s is 0.36%, and the pipe between stations 48+31.00 and the upstream end of the junction structure (approximate station 49+28.10) has a slope of 4.83%. Even if the storm drain was running under pressure at station 49+28.10, the pipe would be running open at station 48+31.00. The existing condition hydraulic analysis for the system shows the hydraulic jump that occurs at this location. Therefore, there was no need to extend the hydraulics further than station 42+15.62. It should be noted that the stationing between 50+02.40 and 42+15.62 was entered in the WSPG program as negative stations due to the stations decreasing as the system increased upstream. The WSPG program will not analyze the system with stations that are decreasing numerically as the system increases upstream, therefore negative numbers were utilized for the stations. The downstream water surface elevation for the existing storm drain system utilized the soffit elevation rather than the 100-year water surface elevation within Temecula Creek. In order for the 100-year water surface elevation within Temecula Creek to reach elevation 1000.00 (approximately), Vail Lake would have to overflow. Additionally, the tributary to the downstream point of Temecula Creek (which is approximately 5,000 feet downstream of the project site) is approximately 370.0 square miles per the FEMA Flood Insurance Study for Riverside County and Unincorporated Areas, Volume 1 of 4 (see Excerpt D). By the time the entire 370.0 acres is contributing to Temecula Creek at Pechanga Parkway, the 100-year, 1-hour peak flow rate for the existing storm drain system will already have occurred. Therefore, using the soffit of the storm drain was more representative of the actual peak 100-year hydraulics for the system. The proposed condition WSPG calculation for the existing storm drain in Pechanga Parkway was modified to include the Line 1 system discharging the onsite flows. Line 1 will connect to the existing storm drain system at station 13+42.13. The following table compares the existing condition and proposed condition water surface elevations at key locations and junctions: J JL =`1 Gebrt,[6f!Gndlbf,lot 0:21].OI.ISTnginee,ingWydrology_PIanV2eportsWydro Reporv121]IS.docx 3 HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA Station Existing WSE Proposed WSE A WSE (Prop-Exist) 9+95.23 993.89 994.06 0.17 feet 12+44.72 996.64 996.77 0.13 feet 13+42.13 996.83 997.53 0.70 feet interpolated) 49+97.40 998.84 999.45 0.61 feet 49+32.77 999.00 999.61 0.61 feet 49+28.10 996.71 999.63 2.92 feet 42+15.62 1006.37 1006.37 0 Based upon the table above, Station 49+28.10 has an increase of 2.92 feet. Station 49+32.77 is the downstream station of the junction structure, and station 49+28.10 is the upstream station of the junction structure. In the existing condition, a hydraulic jump occurs within the junction structure, whereas the post-project condition incorporates a hydraulic jump at station 49+14.63 (approximately 13.5 feet upstream of the location of the existing hydraulic jump within the junction structure). The existing hydraulic jump between stations 49+32.77 and 49+28.10 is 2.29 feet(999.00 996.71). The post-project hydraulic jump at station 49+14.63 is 2.30 feet (999.68 997.38), which is about the same drop as the existing hydraulic jump. Therefore, it can be concluded that the hydraulic jump occurring approximately 13.5 upstream of the existing location will not adversely impact the existing storm drain system. Additionally, station 49+28.10 has no impacts. The onsite WQ Basins will discharge into the onsite Line 1 storm drain system, and will discharge into the existing storm drain within Pechanga Parkway. The Line 1 system has a peak flow rate of 8.62 ft3/s. The basins will incorporate underdrains that will connect to the outlet structures. The following table summarizes the storm drain flow rates and sizes: Storm Drain 100-Year Flow Storm Drain Slope Rate Diameter Line 1 - Reach 1 8.62 ft3/s 18" 1% - 3.53% Line 1 - Reach 2 6.59 ft3/S 18" 1.00% Line 1 - Reach 3 4.35 ft3/S 18" 0.47% Line 1 - Reach 4 2.99 ft3/S 12" 1.03% The WQ Basins will incorporate drop inlets (per RCFC&WCD Standard Dwg. No. CB110). In order to determine the height in which the water would pond on the weir of the outlet structures, weir equations were utilized. The weir equation is as follows: 1 Gtieitlq i fuullha,Os. 0:U.01.ISTnginecdng ydrology PIanVFeponsWydm Report-121]15.docx 4 HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA Q = CLHsiz Where: Q = Flow rate (ft3/s) C = Weir Coefficient (3.0) L = Length of weir opening (ft) H = Depth of Ponded water on weir (ft) The basins are able to use the standard 0.75 foot high opening. The table below summarizes the outlet structure calculations WQ Basin Flow Rate Weir Length Maximum Weir Opening Ponded Depth WQ Basin #1 2.03 ft3/s 2.42 ft 0.47 ft 0.50 ft WQ Basin #2 2.24 ft3/s 2.42 ft 0.36 ft 0.75 ft WQ Basin #3 1.36 ft3/s 2.42 ft 0.57 ft 0.75 ft WQ Basin #4 2.99 ft3/s 2.42 ft 0.44 ft 0.75 ft The basins will utilize the standard drop inlet. I The drop inlet calculations have been included in Appendix B. The Drainage Facilities Map has been included as Exhibit B. The Water Surface Profile Gradient program calculations have been included in Appendix D. V. WATER QUALITY The proposed project incorporates 4 bioretention basins that will be utilized to treat the required volume for water quality purposes. The drainage management areas (DMAs) were delineated based upon the area tributary to each BMP. The effective impervious fraction for each DMA was calculated assuming the project site is commercial land use which assumes 90% of the area is impervious (as recommended by the Riverside County Hydrology Manual). The impervious areas were analyzes with an effective impervious fraction of 1.0. The remaining 10% of the area is assumed to be pervious landscaped area with an effective impervious fraction of 0.10. The resulting weighted effective impervious fraction for the DMA areas is 0.91, and was utilized in the VBMP spreadsheets. The required water quality volume (VBMP) for the bioretention basins was determined using the Santa Margarita Watershed BMP Design Volume, VBMP spreadsheet. JLC 0:17.0I.ISEnSinceringd yY low PIanaeport ydm Report-121715.dac 5 HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA The Bioretention Basins were sized using a modified Bioretention Facility — Design Procedure spreadsheet, which was created for irregular shaped facilities. The Bioretention Facility spreadsheets included in the LID manual are for rectangular shaped facilities. The proposed Bioretention Planters as part of this project are irregular shaped, therefore these spreadsheets cannot be utilized. For irregular shaped Bioretention Planters, the spreadsheets were modified so that the bottom surface area of the bioretention planter could be manually entered, and an effective depth is calculated based upon the bottom surface area, depth of soil media, and volume above the soil media. The effective storage volume is the sum of the volume stored within the soil media and the volume stored above the soil media. The effective depth is then calculated by dividing the effective storage volume by the proposed bottom surface area. The minimum required surface area is then calculated by dividing the required BMP Design Volume(VBMP) by the effective depth. The following table summarizes the Bioretention Planter sizing: Bioretention Planter Summary Table Minimum Proposed Bottom Bottom Tributary VBMP Surface Area Surface Area DMA Area BMP ID Area AC cu. ft. sq. ft. sq. ft. Al WQ Basin #1 0.51 1,314 876 938 B1 WQ Basin #2 0.50 1,289 860 1,684 C1 WQ Basin #3 0.30 773 516 799 D1 WQ Basin #4 0.82 2,062 1,375 1,692 Based upon the Bioretention basin surface areas and spreadsheets, the basins have sufficient area and volume to treat the required water quality volume generated by the project site. The design worksheets have been included in Appendix D. Additional discussion regarding the Bioretention Basins and water quality treatment has been included in the Water Quality Management Plan. VI. CONCLUSIONS Hydrology and hydraulic analyses were performed for the Mexico Cafe project in order to determine the required storm drain and best management practice infrastructure required to flood protect the site and treat for water quality purposes. The following can be concluded: 1. The proposed storm drain systems will adequately convey the proposed 100- year flow rates. 2. The proposed bioretention basins will provide adequate surface area and storage volume to adequately treat and store the required water quality JLCigi.ij. .anauq.lion 0:U.OLISTn®neerinSWydroloU_PlanuteporkWydro Report-1217IS.docx 6 HYDROLOGY AND HYDRAULICS STUDY FOR MEXICO CAFE CITY OF TEMECULA, CALIFORNIA volume. VII. REFERENCES 1. Riverside County Flood Control and Water Conservation District Hydrology Manual, April 1978. 2. Los Angeles County Flood Control Design Manual, March 1982 3. Riverside County Flood Control and Water Conservation District Design Handbook for Low Impact Development Best Management Practices, September 2011 JLJL- Igieedq/pndlhp 6c. 0:1217.01.15Tn ince n4 Y lo Plmn epoKa yY Report-121715.do 7 n O FIGURES n FIGURE 1: VICINITY MAP A 1 qJr. P . Yam^'• 7t _ c fit 1 rh % . r `. 3•\ c f R t'' P ro,,a,¢' r` tn.r.c> r 1 t+'•'" vs +rr iNi r r v y} off! +{tiitly t . a.11• .} .'. 7 T[7'j I K• jt fY'. . •. :..; e' l ,r:h- a v,, v r , li`4tl v kP' t")'^ 3t ."', a I $ y 1 r A wre'' r '-t .A q! t y .. Y•JF ii—y f >r#.. +d,•w 3 '.q!`;, t. /ty to ., rr "q' lP jr -a;• ' . "'q -/' r 'w;S' t y`.:-. f• F¢'/.i 11 . 4: 'i.• 3•.'mJh1..r ;. :tfs .'P 4T• N.N _o r r ° S i `.l_t B' P- • /t'} xr, ,'Ia`' rAt ,'Pry'..! ? -r I ry y f'• . Y ' y r f.` y ) r y f. are t 9 a'3p / v 1,40.J i@_'. 4 , p P d' f • I= irVul . iy( `- r^ Y - I S. e EF' t L o ,> !r P ) , asY`6' i' .:•fir::_..i4 9 a / {. . I"µ + I,j!!1/ rDf fir 7t;,. kAl y 1 t r'• , ', t+`••,. ` a'.:v(` a"` ` •• ,"` a2 3<:\ >" " ra .- 3.,{$'` 4 i,.';, ;''y' s .! at v ffNglr ( r `t I! q Tfr, 1. S'ir 10 l 4 w l vP S a., r t. s _ I I is !^•6*i_- Y" r' i 1i LItY i1 36263 CALLE BE LOBO OFIGURE 2: FEMA FIRM MAPS I 2120000 FT r' 1 MAP SCALE 1" = 1000' 00 0 1000 2000 PC FEET METER ac 1011 JEDEDIAH SMITH RANI ROAD leaeecu&t ZONE X 1013 rJ - iI m PANEL 3305G FIRM 0 0 m FLOOD INSURANCE RATE MAP ZONE X w Xo. RIVERSIDE COUNTY, m CALIFORNIAla AND INCORPORATED AREAS TOURNAMENT LANE w ZONE 9 0 n. X w PANEL 3305 OF 3805 SEE MAP INDEX FOR FIRM PANEL LAYOUT) VJ 71s , CONTAINS: COMMUNITY NUMBER PMhL SUFFIX RIVERSIDECWNTY WN5 3305 G a I} TEMECULA CITY OF 0p742 33 G MD 2115000 FT ,i,: _--• 023 r 5-E N Rauce b Usx: The Map Nursedwho a Co BMaw 3M1 um erCVyusetlwbbpedramapadenumCommunityNumberawvnmo,e naNe be uaea an'rcwarce appl'ralicn mane pupal commumry 1035 K1038 m. ca GeY^Eti MAP NUMBER q 06065C330513 a 0 pqN EFFECTIVE DATEZONEX0 D° 1:LOM n ID EFFECTIVE 28,2008 ZONE X O a Federal Emergency Manage ment Agency RU co 4 NM 5 a Z0NPROF.ILE Z 14 BAE 111 1059j T This is an official copy of a portion of the above referenced flea map. RoraextractedwhichF-MIT On-Line. This map does not reflect dateoChangesoramendmentswhichmayhawbeenmartsubsequenttothedateon the title dock. For the latest product information National Flood Insurance Progam hood maps check the FEMA Flood!Mapap SStore at w.vw.mac.fema.gov n w. its VIA HORCA ZO°'NE X - flk•.;.. O i t 2F2. '3` M1 e • s f/r j i' 9a MAP SCALE 1" = 1000' 9( y 1 FEET gg1 A; ZONE AE tFVo Al METE g6 g95 f"T t Mmtzeta Creek w r..\ x** yJ 9j n r t,+,^ ,may` •` D l' ^ z 79 yp Q Nf z CUPENO PECHANGA O DRIVE ZONE L t LANE 1010Teleuda•Cieek .. en calk Cre• o T fe• 'eL 9 a P l ' 2] 04 mN PANEL 3285G e .w } * - ° Murrieta Creek i f 1°0° FIRM T jDETALED STUDY ZONE m FLOOD INSURANCE RATE MAP PALA ROAD RIVERSIDE COUNTY, CALIFORNIA ZONE F+ m AND INCORPORATED AREAS a- ^ x X CLUBHOUSE DRIVE PANEL 3285 OF 3805 SEE MAP INDEX FOR FIRM PANEL LAYOUT) LcnT"N6i BAYHILL DRIVE COMMUNITY rv a5R ?8 suFixuNTY5 a RIVERS BASELINE p'a I TEMELUII,CITY OF GEO741 3285 G 1021 ' ZONE X 1027 Nomce b Jeer The Map Number envy+, below sheds be used- Wad rq nap brow.: he npmmumty Number ZONEX am.slow mowdbe brad on I muraraappeMonearthe a] 03000mN bard oamnurety ONE 1023 DORAL COURT 24 Qev+Em MAP NUMBER ZONE X 1028 1032 06065C3285G a RAINBOW CANYON pechanga Creek- xgti+ z EFFECTIVE DATE CROAD 1035 AUGUST 28,2008 N ZONE X d Federal Emergency Management Agency e• l 4 Cilty of 1 emecula 1;Y This is an Official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect change. 3702000mN or amendments which may have been made subsequent to the date on the title dock. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov OFIGURE 3: FEMA FLOODWAY LOCATION i FEMA FLOODWAY 0ass WQ10#3le so eor.100s.0 1004 ov ry e^ E 4f p CC F.L. C'OyO 4-F1 BSfV 4r00.0e JQLQe.Y2 ICONC.DITCH D ODj f ay 093 4FL ,,;' A9 - •\ 99f1 F@ I 'el 00.a y PROPOSED 14,000 S.F. p F L Fs FA\\RE£rnursAla\ F.L. y<b E R10115fLA• AOt FG.. M 11.2F5. \ 0 1 1005 11.0 F L. y/j gyp 10. FS .k/\ O 9S c O j sI U En& Consulting,Inc. D MEXICO CAFE z ` FEMA FLOODWAY LOCATION 36URRIE A,CA LOBO o,oa MUIH2IETA,CA 92562 0 PH.951.304.9552 FAX 951.304.3568 o FIGURE 3 n O APPENDICES U OAPPENDIX A:POST-PROJECT CONDITION ONSITE HYDROLOGY ANALYSIS APPENDIX A.1: RATIONAL METHOD ANALYSIS-100-YEAR STORM EVENT I n Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 07/31/17 File:ARAP100.out MEXICO CAFE POST-PROJECT CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT AREA TRIBUTARY TO WQ BASIN 1 FILENAME: ARAP100 Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6279 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.600(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 101.000 to Point/Station 102.000 INITIAL AREA EVALUATION **** Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1012.500(Ft.) Bottom (of initial area) elevation = 1008.000(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.01685 s(percent)= 1.69 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.344 min. Rainfall intensity =4.473(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.170 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.830 RI index for soil(AMC 2) = 67.69 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff =2.028(CFS) Total initial stream area = 0.510(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.51 (At.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 67.7 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 07/31/17 File:ARBP100.out MEXICO CAFE POST-PROJECT CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT AREA TRIBUTARY TO WQ BASIN 2 FILENAME: ARBP100 Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6279 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.600(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 O Process from Point/Station 201.000 to Point/Station 202.000 INITIAL AREA EVALUATION **** Initial area flow distance = 177.000(Ft.) Top (of initial area) elevation = 1012.500(Ft.) Bottom (of initial area) elevation = 1007.000(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.03107 s(percent)= 3.11 TO = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TO computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.640 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.360 RI index for soil(AMC 2) = 47.48 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.243(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 47.5 1 z. Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 07/31/17 File:ARCP100.out MEXICO CAFE POST-PROJECT CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT AREA TRIBUTARY TO WQ BASIN 3 FILENAME: ARCP100 Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6279 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.600(In.) 100 year, 1 hour precipitation = 1.300(ln.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 301.000 to Point/Station 302.000 INITIAL AREA EVALUATION **** Initial area flow distance = 155.000(Ft.) Top (of initial area) elevation = 1011.300(Ft.) Bottom (of initial area) elevation = 1007.500(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.02452 s(percent)= 2.45 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.270 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.730 RI index for soil(AMC 2) = 63.39 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff =1.359(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 63.4 I 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 07/31/17 File:ARDP100.out MEXICO CAFE POST-PROJECT CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT AREA TRIBUTARY TO WQ BASIN 4 FILENAME: ARDP100 Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6279 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.600(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 401.000 to Point/Station 402.000 INITIAL AREA EVALUATION **** Initial area flaw distance = 289.000(Ft.) Top (of initial area) elevation = 1012.500(Ft.) Bottom (of initial area) elevation = 1010.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00865 s(percent)= 0.87 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.483 min. Rainfall intensity =4.085(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.985(CFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.82 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 I Area averaged RI index number = 75.0 1 APPENDIX B: HYDRAULIC CALCULATIONS APPENDIX B.1: DROP INLET CALCULATIONS n Z QO 0 0 m o m o OF M QD co In O w 3 Cl a o0 0; O O O o 0 0 0 0 o 0 o 0 v1 0 n n o 0 0 03W0000 ti ti ti ti m io m In N O O O O M J N N N N V J a V V V N N N N cf I I J 2 U O M d' l0 Ol U I O N m NA II Cy N N e-I Z c N m VHQZZZZ Z m m m m 3 OwaLL V Cr J CEcYV N M ct y W 3 ° OAPPENDIX C:WATER QUALITY ANALYSIS OAPPENDIX CA: 85TH PERCENTILE RAINFALL MAP R07W R06W R05W R04W R03W R02W R01W R01E R02E R03E R04E R05E 1 T01 S I Miral-oma mow. e T 02 S 0:64 RiversideNorth esrvu O'60 U.66 4' Y' r• j 0.54 i eon_ ass 0 65 RiversideSouth 0.660.85 Of80 0.75 WO 0.75 ` ailMorenoEast085 T 03 S E 0.65Ew Beaumontcwrow O r 0.70 0.80 +•.••i• • 0.66 PradoDam Wo dcrest Qw 1 oso 0.68 0.50 PernsReservoir Lake Mathews 0.8, •• T 04 S U.istaGrandeGS 0.55 f sY,. ,0.75 0.956 r oso Santa 0.70 S ie •. 0850.80 0.65 0.75 0'0 i C 0.95090ITOS- -S 1.18 y wil d 0.9 0/ 65 0.e50.58 0.70 0$UnCity 8•5 Wncteste i_. .1 0.70 i..'• SantaAna River Watershed eyc 0-7 os5 HurkeyCreek T 06 S ElsinoreNWS g • ElcarisoStation v ,t.+ 0:60• ice..• I V•` 0r75 w C V 0,65 M 4 0.75 4- o". 0,801' i i 075 Santa Mar hedO'55A• arta aters 0.70 Z i m a a u n a i Q.77 0.65 4// ./ •1 Wild om ifLaCrest`a.080 0^52 64 T 07 S SkinnerLake n a 0 85 0.65 w a a n 0.60 m v Anza 0.75 It 0 0.65 T 08 S 0.77 0.70 os5 i i Rain Gage Locations SantaRosaPlateau 1.00 Temecul 0.80 t. - IN RIVERSIDE COUNTY FLOOD CONTROL AND WATERu 11 CONSERVATION DISTRICT 0.64 Aguangavauey Isohyetal MapR07WIR06WR05WR04WR03WR02WR01WR01ER02ER03E for the 85th Percentile i 24 hour Storm Event July 2011 n APPENDIX C.2: BMP DESIGN VOLUME FOR SANTA MARGARITA WATERSHED Santa Mar1larita Watershed Legend: Required Entries BMP Design Volume,VBMP (Rev.03-2012) Calculated Cells Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name JLC Engineering Date 9/9/2015 Designed by Jilleen Ferris County/City Case No Mexico Cafe Company Project Number/Name Gateway Drainage Area Number/Name WQ Basin 1 Enter the Area Tributary to this Feature At= 0.51 acres 85t11 Percentile,24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township 8S Range 2W Section^19 Enter the 85`,Percentile, 24-hour Rainfall Depth D85= 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types use pull down menu) Effective Impervious Fraction If= 0.91 OCalculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581T-0.78If+0.774Ir+0.04 C Determine Design Storage Volume,VBMP Calculate Vu,the 85%Unit Storage Volume Vu=D85 x C V _, 0.71 (in*ac)/ac Calculate the design storage volume of the BMP,VBMP. VBMP(ft)= Vu(in-ac/ac)x AT(ac)x 43,560(ft2/ac)VBMP 1,314 Its 12 (in/ft) Notes: n Santa Margarita Watershed Legend: Required Entries BMP Design Volume,VBMP (Rev.03-2012) Calculated Cells Note this worksheet shall only be used in conjunction with BMP designs from the LID BN1 P Design liandhool ) Company Name JLC Engineering Date 9/9/2015 Designed by Jilleen Ferris County/City Case No Mexico Cafe Company Project Number/Name Gateway Drainage Area Number/Name WQ Basin 2 Enter the Area Tributary to this Feature AT= 0.5 acres 851"Percentile,24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township 8S _ Range 2W Section 19 Enter the 85`s Percentile,24-hour Rainfall Depth D85= 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types use pull down menu) Effective Impervious Fraction I£= 0.91 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.78If+0.774If+0.04 C= Determine Design Storage Volume,VBMP Calculate Vu,the 85%Unit Storage Volume Vu=D85 x C V = in*ac)/ac Calculate the design storage volume of the BMP, VBMP. VBMP (ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(ftz/ac)VBMP= ft 12(in/ft) Notes: Santa MarEarita Watershed Legend: Required Entries BMP Design Volume,VBMP (Rev.03-2012) Calculated Cells Note this worksheet shall only be used in conjunction with BMP designs fiom the LID BN113 Design Handbook) Company Name JLC Engineering Date 9/9/2015 Designed by Jilleen Ferris County/City Case No Mexico Cafe Company Project Number/Name Gateway Drainage Area Number/Name WQ Basin 3 Enter the Area Tributary to this Feature AT= 0.3 acres 85`"Percentile,24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township_ 8S Range 2W Section 19 _ Enter the 85a'Percentile,24-hour Rainfall Depth D85= 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types use pull down menu) Effective Impervious Fraction If— 0.91 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581f3-0.78Ie+0.774If+0.04 C= Determine Design Storage Volume,VBMP Calculate VD,the 85%Unit Storage Volume Vu=D85 x C V = in*ac)/ac Calculate the design storage volume of the BMP,VBMP. VBMP(ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(fe/ac)VBMP= ft3 12 (in/ft) Notes: Santa Marsarita Watershed Legend: Required Entries BMP Design Volume,VBMP (Rev.03-2012) Calculated Cells Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name JLC Engineering Date 9/9/2015 Designed by Jilleen Ferris County/City Case No Mexico Cafe Company Project Number/Name Gateway Drainage Area Number/Name WQ Basin 4 Enter the Area Tributary to this Feature AT— 0.8 acres 85a'Percentile,24-hour Rainfall Depth, from the lsohyetal Map in Handbook Appendix E Site Location Township_ 8S _ Range 2W Section 19 _ Enter the 85a'Percentile, 24-hour Rainfall Depth Ds5= 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types use pull down menu) Effective Impervious Fraction If— 0.91 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.78If+0.774If+0.04 C=0.74 Determine Design Storage Volume,VBMP Calculate Vu,the 85%Unit Storage Volume Vu=D85 x C V = in*ac)/ac Calculate the design storage volume of the BMP,VBMP VBMP (ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(f 2/ ac)VBMP= IF 12 (in/ft) Notes: O APPENDIX C.3: BIORETENTION FACILITY-DESIGN PROCEDURE SPREADSHEETS FOR IRREGULAR SHAPED FACILITIES r Bioretention Facility-Design Procedure BMP ID Required Entries Shaped Facility) Legend: Irregularp WQ Basin 1 Calculated Cells Company Name: JLC Engineering Date: 9/9/2015 Designed By: Jilleen Ferris County/City Case No.: Mexico Caf6 Design Volume Enter the area tributary to this feature AT= 0.51 acres Enter V]3mp determined from Section 2.1 of this Handbook VBMP= 1314 ft3 Type of Bioretention Facility Design Irregular shaped with side slopes required(parallel to parking spaces or adjacent to walkways) O Irregular shaped with no side slopes required(perpendicular to parking space or planter boxes) Bioretention Facility Surface Area Proposed Bottom Surface Area of Irregular Shaped Facility AP= 937.76 ftz Depth of Soil Filter Media Layer ds = 2 ft Total Volume within Soil Media Vs Vs= (A s* 0.3* d A * 0.4) V 937.76 ft3PPs= Total Surcharge Storage Volume above Soil Media,VP VP= 468.88 ft' Total Effective Storage Volume,VE VE= Vs+VP VE= 1406.64 W Total Effective Depth, dE VE dE= 1.50 It dE AP Minimum Surface Area,AM AM= VBNV Am = 876 ft' E Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Bioretention Facility-Design Procedure BMP ID Required Entries Irregular Shaped Facility) Legend: WQ Basin 2 1 Calculated Cells Company Name: JLC Engineering Date:9/9/2015 Designed By: Jilleen Ferris County/City Case No.: Mexico Caf6 Design Volume Enter the area tributary to this feature AT= 0.5 acres Enter VBnu determined from Section 2.1 of this Handbook VBMP = 1289 fr3 Type of Bioretention Facility Design Irregular shaped with side slopes required(parallel to parking spaces or adjacent to walkways) O Irregular shaped with no side slopes required(perpendicular to parking space or planter boxes) Bioretention Facility Surface Area Proposed Bottom Surface Area of Irregular Shaped Facility AP= 1683.98 ft2 Depth of Soil Filter Media Layer ds = 2 ft a Total Volume within Soil Media,Vs Vs= (AP* ds* 0.3)+(AP * 0.4) Vs = 1683.98 fr Total Surcharge Storage Volume above Soil Media, VP Vp = 841.99 ft' Total Effective Storage Volume,VE VE= Vs +VP VE = 2525.97 ft3 Total Effective Depth, dB VE dE = 1.50 ft dE_ AP Minimum Surface Area, AM AM= V13MP A` = 860 ft2 E Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Bioretention Facility-Design Procedure BMP ID Required Entries Irregular Shaped Facility) WQ Basin 3 Legend: Calculated Cells Company Name: JLC Engineering Date: 9/9/2015 Designed By: Jilleen Ferris County/City Case No.: Mexico Cafe Design Volume Enter the area tributary to this feature AT= 0.3 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 773 ft3 Type of Bioretention Facility Design Irregular shaped with side slopes required(parallel to parking spaces or adjacent to walkways) 0 Irregular shaped with no side slopes required(perpendicular to parking space or planter boxes) Bioretention Facility Surface Area Proposed Bottom Surface Area of Irregular Shaped Facility AP= 798.57 ft2 Depth of Soil Filter Media Layer ds = 2 ft Total Volume within Soil Media,Vs Vs= (AP* ds* 0.3)+(AP * 0.4) Vs = 798.57 ft' Total Surcharge Storage Volume above Soil Media,VP VP = 399.285 ft Total Effective Storage Volume, VE VE= Vs +VP VE = 1197.86 ft Total Effective Depth, dE VE dE = 1.50 It dE_ AP Minimum Surface Area, AM AM= VBMP AM= 516 ft2 E Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Bioretention Facility-Design Procedure BMP ID Required Entries Irre ular Shaped Facility) Legend: g p n) WQ Basin 4 Calculated Cells Company Name: JLC Engineering Date: 9/9/2015 Designed By: Jilleen Ferris County/City Case No.: Mexico Cafe Design Volume Enter the area tributary to this feature AT= 0.8 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP = 2062 ft3 Type of Bioretention Facility Design U Irregular shaped with side slopes required(parallel to parking spaces or adjacent to walkways) U Irregular shaped with no side slopes required(perpendicular to parking space or planter boxes) Bioretention Facility Surface Area Proposed Bottom Surface Area of Irregular Shaped Facility Ap= 1691.5 ft2 Depth of Soil Filter Media Layer ds = 2 ft Total Volume within Soil Media,Vs Vs= (AP* ds* 0.3)+(AP * 0.4) Vs = 1691.5 ft3 Total Surcharge Storage Volume above Soil Media,VP VP = 845.75 ft3 Total Effective Storage Volume,VE VE= Vs +VP VE = 2537.25 ft' Total Effective Depth, dE VE dE = 1.50 ft dE= A P Minimum Surface Area, AM AM= VBMP AM= ftz E Bioretention Facility Properties Side Slopes in Bioretention Facility z= l Diameter ofUnderdrain 6 imhcv Longitudinal Slope of Site (3%maximum) 6" Check Dam Spacing i feet Describe Vegetation: Notes: a APPENDIX D:WATER SURFACE PROFILE GRADIENT PROGRAM CALCULATIONS i O APPENDIX DA: EXISTING STORM DRAIN IN PECHANGA PARKWAY-EXISTING CONDITION j i T1 EXISTING STORM DRAIN WITHIN PALA ROAD 0 T2 100-YEAR HYDRAULIC ANALYSIS - EXISTING CONDITION T3 FILENAME: EXISTED So 730.150 988.220 1 992.720 R 870.150 988.360 1 013 000 .000 0 EQ 847.020 R 902.020 988.420 1 013 000 .000 0 R 924.160 988.444 1 013 56.379 .000 0 R 995.230 989.300 1 013 000 .000 0 JX 998.170 989.880 3 2 .013 12.700 990.890 90.0 000 R 1023.910 990.140 3 013 000 .000 0 R 1046.600 990.369 3 013 40.626 .000 0 R 1192.620 991.843 3 013 000 .000 0 EQ 1183.620 R 1239.700 992.410 3 013 1.381 .000 0 JX 1244.720 992.460 3 9 10.013 13.500 4.100 993.680 993.680-73.4 39.3 .124 R 1376.270 993.790 3 013 3.240 .000 1 R 1719.290 994.430 3 013 8.450 .000 0 R 1729.290 994.430 3 013 000 .000 0 EQ -5002.400 JX -4997.400 994.440 5 4 .013 30.650 995.450 30.0 6.366 R -4932.770 994.569 5 013 82.289 .000 0 JX -4928.100 995.570 8 6 7.013 8.325 8.325 995.820 995.820 45.0-60.0 .000 R -4831.0001000.260 8 013 000 .000 0 R -4762.5001000.780 8 013 000 .000 0 R -4593.2901002.140 8 013 31.683 .000 0 R -4500.0001002.910 8 013 000 .000 1 R -4215.6201003.930 8 013 000 .000 0 SH -4215.6201003.930 8 1003.930 CD 1 4 1 .000 4.500 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 4 1 .000 3.000 .000 .000 .000 .00 CD 9 4 1 .000 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N x E k I k 1 1 1 I I k 11 I rlk O 1 O O 1 o O 1 O O I O O I O O I O O I O O I o o I O In 3 -+ # o0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H q k o o o o o o o o N x N I k I k N H X r x 0.l O I I I I I I I I I I N N N N #O O O O O O O O O N 2 O I # I I 1 1 1 I I I I p I I 1 I I I I F L + P M P M M M N M VI M C O P O P N P O N N + M N M N M N M N M N M N N N N k H 3 O kZ + I I 1 M N I Z + I I I I I 1 1 I I m x o to m M M o o r MU L N * O O O O M O M O O M O M O M Vl N Y 9 ri ri rl ri O m m m k JJ a •) k f-I N N N N N W O + M M M M M M ri N N N x H H k U I fu + I I I I I I I I I I L * I M I O I m I m 1 O I 1 O I O I M r H > Y r rl O Vl O N O IO ri r O O O O O O O O Z x d rl k M N N N N P M m k 1 N k x 1 I I G H Z + k O a O 1 I I I I I I I I I N W E M (T w N O M N m W 10 O O IO O O O M 'i N ri D O H a H # H Iv *N v H x v'O 5 x in v vt to I to m r r r r C J\ w 2 * C H * m m m m m m m m m O O x W V x m M m m m Z R U k k CO U' m W x I x I rl 1 1 I H N U m O w Z * I 41 * m 0 r 1 l0 N I O N I N .y I C 1p 0 Jf I r N 1 N 1 M W r U H 9 > M m M m M m rl m ri W vl P r M r M m M O R F k .i N Q k o o o o Z o o o o o O O N O ri O O O O J 1G x I k m l m l M r l m r l P o o I m 1 O m m N 3 rl R H k N W k N N N rl w rl IO IO r m H Z * I k . 7 . 7 O 1 O I O O 7 . 7 O I o 1 V! 3 Q # m m m N m m M M M N O k k l0 N H N F * a fu * O O O O N O O 0 0 m Y ft F1 m # U U !L p H k N m x # k — E N •• x I n M I m l N I P o f o f m l n I w H F * H m m In u of In to r O m Q z + Y N x N H x m m m H m m m m m W Z r a * 3 w * m m m m F m m m m m H I H # Q F o W k 1 I I I I F I I I I I mo + ------ M I- -ml- - - - - m - - - - - - - - - - H H k I om I o 1 m 1x x * L N JI 0 m m O O N 4al Iu # N N N N ZHZ I I# I I I O I H - I * O I m l N I M I F M I O I o f m l 10 I m 0 mQ P rl r rl N rl O F O O . . r H O N O m O i O I N Cl rl GI N M O x > .-I m x m m m Z m m O m m m k C w m m m m H m m m m m m H L E I U k I I I I W I I I I I k N v k U x Y rl x m r W N W k M P vl O m m I x m M U P M r v N rl W k k FJ M d L k p p O•O•O•O•O O N x L .1 U k m N d* a a a a a a a W W O H T* N H N H rl H ri H ri H ri H H H N H 9 x Z a E # I a l a H I l a I a I a I a I a l a a H I 0 0 0 0 0 00 op o 0 0 0 0 0 0 0 0 0 M 3 H * o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H N + o o o o o o o o N N 1 + N N X % r W O I t I 1 I I I I I I I 1 x \F I t I I I I I I I I I N L I * O M O M p O M O M O M O M O M O M N T. I I 1 P 1 I I 1 I I 1 p O o I a* 1 I I I I I I 1 I F L % M P P P O C N P 1 O P O ul O M O W I Z * 1 I I I I I I I I I I I 1 I I 1 1 N r m N m m Op rl M M r U w *1 I I I r x H '.a Y t O P 00 N O rl N rl tO O r O OJ O Ol O ri Z d N O #M M N N N N N M F W k m 1 N %I I 1% C H Z ri H T rl * N m m (•1 N M C r N W E k Ot W k r O r O m O W O O Ol O m O O r-1 v H v kWu1\ w Z c H m m m m m m m O O * m m m m m m m Z [t U U m a I 1 I I I I I I 1 I Q F % rl N Q i•O O O O O p O O W Q l/I k N W *O N p ri 1 O ri O ri O r-i O i-1 O N O v o a X * w * U N Q W * I I I I 1 1 I M I m l N I 1 I 3 H Q H x v a r m m o m m m m a N F Q 7 O p 1 p O N 3 Q * M M M M M M M M M N O % y QryH' a N % d V * m m m m m m m ro m N QO % % ON •• *x —I * m I N 0 5 W + M m M m c N vI N H 1 H * E Oon w t I #I 1 I I H a M I * P I m l m l m l m l H I N I N I P I N W M M M N N N N N M k `' # k I * I I I I I I I I 1 I * Jf I O I . 1 m I . 1 VI H P O *ri i rl rl y O O O N N 'i % 1`t O M O M M O M O M O M O M O M O H m * m m m a m m m m m mOqWmm £ m m m m H L + p F x I U * I I I b I I I I 1 I N X x C tt N O l0 N rl H rl N D r P N r Ol M m N INIOrIM W NY W *H to to r r r H m N Fl M M M M M M M M M I + rl rl fl rl i-1 ry J I P d L * o o O o 0 o O N Y M x 3\ O + W W W W W W W W W Ol N d* w W w w w M M W W W O H T* N H N H N H 'i H ri H N H H H N H ri H w W 1 W I w I w W CL w H I 0 0 o O o 0 0 0 0 0 0 0 0 v a tG + o 0 0 0 0 0 o m o 0 0 0 0 0 0 0 . NF I I I I I I I I I 1 M 3 H * o 0 0 0 o m o o O o 0 o a o H x ro x o o o o o o o o o N m 1 + N H X r M W O I + I I I I I I I I 1 I E I * I I I I I I I 1 I N x 11 W O O O O O O O M O O u x v.ti x c c c a c m m N x x I I I P 1 P 1 1 I I I O I O I d# I I I I 1 I I I I x F L x o O r O O 00 O O l0 O N O ri o N rY * ri O r O N O O r O Ol O dl Ol O as H 3 o x W I Z * I I I I I I 1 I I I ro m io P m o o m m x H H x o (9 v v d* o 0 0 o m o o 0 0 z d H x r m ri ri c i H 7 W r1 O r] O k I I I I I I I I 1 I 1 H * Trl * N N N M Vl r •i M * C i-1 l0 N r \O P m H N H k H W *o O H * 41 a S * m m m m P Ol OI Ol O N w Z C H m m m m m o 0 Z OW O * W O * m m m m No m m o 0 9m w I * 1 I I I o 1 1 I I I W r U H # a la +M m M Q F * H m Q *o o O o Z a O M m M O O O O P O M O N D C )( k N +F U N Q W * I x I I I I F I I I I 1 I Z W Q m N N m Ol N vl r 3 rl Q H v a r r r m W P c LD M ro 3 Z N N H Z * I * G I O I O I O I O O I N I N 1 O I O I N N 3 M Z U N k N N H H F * q W m m m m m m u)v)P P Y Q r] N * U *N m Q X H W £ 1tL W M I + 1 I I I I I I I I O Q IIZS a a+ v x r r r m w Z N r] * 3 W * m m m m F m m m m m H I H k F m W * 1 I I I 1 F I I I 1 I H H # I x M I If1 I O\ 1 N I M I N I I M I N I W # Y r• * N IO m N rl d FNW M M M M Z M P P rl ri 2 I + I I I I O I I I I I H — 3 v v H * rr m ri o 0 o m a o HN v o o m m E U x 1 W I 1 F1 11 \* P P YI ri r O Z m Z m m a L + o 0 o p p o o p N 3\ N x W W W W W W W W W O1 N aM H d W d W W d d pi W O H T# 1H rl N ri H ri H o Z W F x _ 1 W _ I W _ I W _ I d _ 1 d _ LL _ W _ W _ I Oa W N I O O O O O O O O O O O O O O O O Omaaxoopo000000opo . NE x I k 1 1 I 1 x Y I H k O I O O I O O I O O I O O O O I O O I O O I O O I O N 3 H k O O O O O O O O O O O O p O O O O O N N * O O O O O O O O N vl I k r x m 0 1 I I F I I I I I I I I 1 1 N Y fu + O O O O O O O O rl x L 1 p M O M O M O M O M O M O M O M O M Ot Z x O fi O N O N O fl O rl O H O r-1 O N N I 1 1 t o I o ax E L + P r o r r r r m r o r o r o r m r Y # m o o m . O. . . . o 0 0 0 o m o 3 D E x x O"I H # N ri N rl N rl N i-I N .-I M .-I M ri M ri N rl H 3 O k x W 1 2 # I I I I 1 I 1 I I k U L 0 * m r t0 W o D N D ri 10 0 m l9 r 10 1 N O k N N N N N N N N N H H # U I W # I I I I I 1 I I I O U x N N ak O O O O O O O O O P H o a o * I * I I I I I I I I 1 1 H # Trl rl N M r O m m M N m N r m VI M M lO N N ra hi x 4 fu + N H x N D '.I.' x N N N N M M M M M C J\ W 2 O O r G H * 00 0 0 0 0 0 0 0 W c p o 0 0 o p o Z C U x M H i i rl I i i y I U m W I I I I 1 I I I I I H N U k N p W Z # I N x ti l es m I m o f uo P I r o I P m I M m l m o l m P I ul y' O F * N N y' +N ~ N m N I P r-I rl ri m r-i N a •• W m N W x M O M O N O N O N O N O rl O •H O 'i O H OHpi H # > 2 lu k I>-I U Ul a fx+] + I m p 1 I I I 1 1 1 1 I m IaaItIkM1MItOIMINImI r I r I 2 F a m * H N M O M l0 O P N h N I a' H x N d * m M M N ri 1 O O H 5 aa x —— I k I I I d W F 4 x ---- — — — — — — — — — — — — — — — — — m H Z + I + o f o f o f o f o f o f o f o f o f m 3 rt * o 0 0 0 0 0 0 0 0 3 m Z U m # m o 0 0 0 0 0 0 0 0 N H H U D H x m x # E W N •• -- ---N H 1 m 1 d l r l H m l m l N O IC W x O O N N M O N N P NCR N > O at' Z x u wHt0WWN.i m m m o 0 0 0 0 0 H 0 rl rl E O fu * k 1 I I I I 1 N O # W x aF k N N N M M N N O x x I 1 I I I I I I I I V!H > O P P P P P P 3 N N •' + r o r o o m o o m o m o 0 0 N H L # fl E U *I I I m x H x k r N •-I m N O M P m M 10 I M N I O N I ri rl m x G * N N O N r P M M 61 P VI M N N N M m P x .ti w x W x N W x m .i r ri D vl N P M M a x u \+ m m m m H m a * P c c P o a lO a L + O O O O O O p p N Y a + k 3\ v h W W W W W W W W W m x a+ a a a a a a a a a m Z a F + H a H a H I a H a ~ l a H a H a H a H I a..h o o O O o o O O O O o 0 0 o O o 0 NF h I k I 1 I I I O 1 O O I O O I O O 1 O O I o O 1 O O I O O IO O I O n 3 ti # o 0 0 0 0 0 0 0 0 0 0 o p p o H ro k o p o o o o o o o x N H X r h m 0 1 1 I F I k I I I I I I 1 1 I N Y W h O O O O o o O O O k Z * O N O N O 'i O rl O rl O fl O fl O ri O 1io ro x I k I I I I I I I I O I h ______ _ _ _ _ _ _ _ _ 7 1 I I I I I 1 1 E L k m r m r M M O p m T w M w o m ul m Y +o m o m m m r m r m r m r m r w r O E + M O"I 4 + H3 O + fu I Z + I I I I 1 I I I I 7 I I I I k ro h r r r o 0 o r m 1 Y 'O k O O O O O O O O O H O H k k U I W # I I I I 1 I I I I 1 N 1 O I N I w I r r x H > Y o l0 O r O w N m N m O m O m O O 01 2 a.-I k i i i i i i i N i H F h m W k i H + >i-1 # S N O ri -1 C 1 01 N rl O N w O m m N N W F b W N O M O M N W N M m N M 1I1 N O N H k N 'O .' * M M M M P N V1 VI W Z * C H O O O O O o O O OpOO Z C U k N fl rl rl rl ri rl r-I rl N O W Z k N + O1 N m I N M I O1 m I o W I O r I w P I M M I Vl N I r a E x .-I N a h o p o p O o o o o a •• W H H LL O H v m w W * I m h I 1 I I I I I 1 I O1_ m II lO I_ m I_ M I_ .-I I_ N I 3 m 3 Z y « > W M m m w m m m m m m U ri H N k h H x r] # V I + I I 1 I 1 I I I I a v k __F a m H Z * I # O 1 O O I O 1 O I . 1 O O 1 w 3 a * o 0 0 0 0 o p o 0 U k 3 rn Z U m k w + o 0 0 0 0 o p o N H H F k a x a m + u u H k ro x # k a w k I + I I I I I 1 m C I m I 10 I r 1 C m N O x W h m P m N rl M r r m a w W w > O a Z # Y N H m W W * N rl + O O O O O O p O O F o W h I 1I I 1 I I N O +H N h I k vt 1 N I M I h 1 VI I m 1 m 1 M I M I Cl m rw h -kh I I I I I I I 1 1 I I M I m l O I o f . 7 . 7 w l H 1 N I k Hm O C P O O O O O O O 3 U N .-I + O O O p O O O ri O N O N O N O N O k C W o p o 0 0 0 0 0 0 F k I U h I I 1 I I I I I I m 1l P P CO r M M w O E + O r N N O N JI O P fl N 1O O N N O O N a P P P P W h I I I I I I I I I N k L'•i U + N k 3\ O * W W W W m x N (Lk a a a a W x O N T+ N H r-I H rl H rl H ri E x a a 1 a I W eL O x x o 0 0 0 0 0 0 0 0Nka (G # O O O O O O O O 1E a H w + N w I # I x m >r X * r CI O I 1 I F I 1 I I I 1 N Y W O O O O O N N N O O O Y W •i x m M M m 1'1 N x o 1 I I I I I o ax+ F L x m o o io o m o o m 3a Ex k O.H x H 3 O x k w I z * I 1 I 1 I k .-I 1 z x I I 1 1 I k ro o N P o u L w x o o to m m io r to a a + o o O o 0 Y a 7 x H W O + N N N N N x 4 O N x x U I W + I I 1 I I r k H P Y x O O O N O N O 1•t O U N N [L+ O O O O O P H 7 W x o a o # i + i 4 a H x N W + CJ\ W Z x C N o 00 0 0 0 O O * W 0 + o 0 0 0 Z C U vl O W Z x I N x rt I .-I PO O r r-I O I O I Gl r U H k a 7 k O N P r P r m lO 0 4 O E # •-1 N eC + o o o o a •• W 0 H + W N O O O O H MfGH # > $ w + ar Da X # mk H fn 4] * 1 k 1 I I I 1 U t x F a IO * rl VI k ro 3 2 m k > W H 5 a x I x 1 1 I I I a N F 4 VI H Z # 1 x O O I O O I O I m 3 L k o 0 0 0 0 v o # 3 T 2 V m + y + o 0 0 0 X eC ram + V U aDHk •- + m W x # O Q' Z x Y N * P ul VI N 10 a Z T a # 3 W * o 0 0 0 H I H k rl rl fl ry N F o W k I *I 1 1 m O x H N I + T I rl 1 rl I —rl I -Ni N W N N N N N x x k I + I I I I I I + O I r I N 1 m I O I m x H P O +O O O O P rl m + O O O O F I U + I I I I I m x H I O 1 10 P I W N O O1 I O O 1 H W # Y 'i x O P N m ri lO 61 In W N G] k O Ol N r r r rl a x Y \x N P M rl N m a x P P J APPENDIX D.2: EXISTING STORM DRAIN IN PECHANGA PARKWAY-PROPOSED Jl CONDITION Tl EXISTING STORM GRAIN WITHIN PALA ROAD 0 T2 100-YEAR HYDRAULIC ANALYSIS - PROPOSED CONDITION T3 FILENAME: EXISTSD So 730.150 988.220 1 992.720 R 870.150 988.360 1 013 000 .000 0 EQ 847.020 A 902.020 988.420 1 013 000 .000 0 R 924.160 988.444 1 013 56.379 .000 0 R 995.230 999.300 1 013 000 .000 0 JX 998.170 989.880 3 2 .013 12.700 990.890 90.0 000 R 1023.910 990.140 3 013 000 .000 0 R 1046.600 990.369 3 013 40.626 .000 0 R 1192.620 991.843 3 013 000 .000 0 EQ 1183.620 R 1239.700 992.410 3 013 1.381 .000 0 JX 1244.720 992.460 3 9 10.013 13.500 4.100 993.680 993.680-73.4 39.3 .124 R 1337.460 993.390 3 013 2.284 .000 0 JX 1342.130 993.440 12 11 .013 8.620 994.660 90.0 115 R 1376.270 993.790 3 013 841 .000 1 R 1719.290 994.430 3 013 8.450 .000 0 R 1729.290 994.430 3 013 000 .000 0 EQ -5002.400 JX -4997.400 994.440 5 4 .013 30.650 995.450 30.0 6.366 R -4932.770 994.569 5 013 82.289 .000 0 JX -4928.100 995.570 8 6 7.013 8.325 8.325 995.820 995.820 45.0-60.0 .000 R -4831.0001000.260 8 013 000 .000 0 R -4762.5001000.780 8 013 000 .000 0 R -4593.2901002.140 8 013 31.683 .000 0 R -4500.0001002.910 8 013 000 .000 1 R -4215.6201003.930 8 013 000 .000 0 SH -4215.6201003.930 8 1003.930 CD 1 4 1 .000 4.500 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 O CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 co 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 4 1 .000 3.000 .000 .000 .000 .00 CD 9 4 1 .000 1.500 .000 .000 .000 .00 CD 10 4 1 .000 1.500 .000 .000 .000 .00 CD 11 4 1 .000 1.500 .000 .000 .000 .00 CD 12 4 1 .000 4.000 .000 .000 .000 .00 Q 40.000 .0 1 k d L h O O O O O O O O k Y a hP 3\ N # W W W W W W W W W r N dh a a a a a a a a a k O M T h r-I H N H N H N H N H 'i H rl H f-I H N H W Z a H # l a l a l a l a l a l a a l a I a h I a o 0 0 0 o p o 0 0 0 o O o 0mat4o0000000000000oO NF I I I 1 I k —Y I H + o l o o l o p l 0 O 1 0 0 l o o l 0 0 l o o l o o l o r 3 H * o 0 0 0 0 0 0 o O o 0 0 0 0 0 o O O N H W k N N I * H Ol O I I 1 I I I I I I I 1 F I I 1 I I I I I I I m Y W o o O o 0 0 O .Z k N V1 ri N ri N ri N rl O e-I O rl O Y N'N P P P P P P P N x 2 I I 1 I I I P I P I 1 I x d I h I I 1 I I I I 1 1 O d+ F L O + o 0 o O o 0 o m o o r o r o r o r Y N O VI O 10 O I(1 O O O 10 O l0 O 1p O l0 k O'H H 3 o k k W 1 Z # 1 I I I I 1 I 1 I x .i 1 Z h 1 I 1 I I I I 1 I N 00 O O O o O o 0 Y d a h x 'n v o x r ri m ri r ri ri m r N H + k U I W + I I I I I L k 1 O I P I O I M I I N 1 O I M I O k fJ ' Y + O Vl O Ol O O 00 M O O O N O O O fl O Or (9 N N d+ o 0 0 o r o o o 0 2 drl O +P P m P P P P E N W + H Z k k C a O I I + I I I I I 1 I I I W H x P W r N O N N N O r N O O N rl P rl r N Ol N N N * GI 'O •Y. * M O P P P m N N YI ifl N W 2 C H m m m m m m m m O O # W 0 +m r m m m m m m m W U P Z m a X I k I m 1 I I I I I I I U N +H O W W x W h m N m I .i m I W I fi m IN r IN r IN r I N r I m 01 ,rU 0 O1 P O . 01 P W 4 O « H N rC 2 p o o o o O o o lu [C a M v N #O O O O O q m a k 1 F I 1 I 1 U 'ZJEJE W r] x k I N m m I 1 m O I o I Mp I Mo 1 F a W + 3 H rG H v a x r W r r r r m m m m 1 h 1 II I I I M Z U VI k N * l0 p l0 b l0 M M M M m 2 X I I O O 4 II' Z t * Y N N O M Ct M P P F o W + F I 1 I 1 VI O + — N — O r 1 M I m I N I -PT . I Ol O X + L O M O N lO P N O W + Y r• k N O1 i M r i O i O N W P Z P N N P P P m P H2xI + 1 O 1 1 I I..I _ M O F o I o 1 P 1 p 1 o I o 1 01 I m N N O /y' t0 .i N .-I P O 3 N > O # O p m C W m H m m m m m m m m k H L # m k U # I W 1 I I H O - - - - - - - - - - - - - - - - m x I + o l o Z o l o o l o o l o O I f4 0 l o o l o 0 1 P P l r H C x N O N O N P ID O M F r P .i 41 O 10 O NXOE # rl O $ O W H N +OUk r N N N P t(1 E m M N M O N N W + M P #YI O N N I Ol U M NN N N I M m P W Y \h r N k m Ol OI Ol Z dl O O O W n v 3\ v * W W W W W W W W W r k N O.x a a a a a a a a a U' k Z a E * ~ I I a ~ a ~ a ~ a ~ I a ~ I a ~ I W ~ a ~ a Q P a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 1 1 1 1 1 I N N I * ro N X 1 QI O 1 * I 1 I 1 I I I I I I F 1 I 1 I 1 I I I 1 I W Y fu O O O O O O O O O a n ro o 0 0 0 0 0 0 Y W •i # C C P P N x W l I P I P I P I I P I P I I I o a* H LJ o x P r w o m o m o o M o M m o o a Y * lD m N O M O M 41 O N O N M O O O 3 D E x O'.1rH3 O x w Z * 1 1 I I k H I Z k 1 I I I I I I I I N O O O O O P O U y' N x N m N O r O r O r P m O m O M M O H Y D * N N O Oi Oi T N m m x H O 4 x x U I W * I I I I I I 1 I 1 O U N W (Lx O N O O O r O O O O C H Z r m o N m r m io m P r m N r9 H x N W + N O v H o * v D x * m to r m r m m m co co p w 2 x C N m m m m m m m mOOkW0 * m m m m m m m m m z m W U « I + m I I I I I I I I I ri — N a •• W Q a v v * O N p .+ o 0 0 0 0 0 0 0 H N a O O # > 2 W # H Hp U V! a a * I N * Q I I I 1 1 H 7 a a * 1 * N N m I M 1 M 1 N vl vl rl 1 N 1 2 W QEarn ro 3 2 N * > W k Z H H a N F Q * — I k II 1 I 1 N H Z # I + O N I N I N I N I N I O I O I O I O I N G x o vl vI r r r h U J H * M N a W * I * I I I I I I I I I W * k h N r m N N N IO N M F * 4 r O O N a N >Z o Q Z x Y v o c vi io r r r r r r H O W W * ro H * H m m m m m m m m m H o w + I * F 1 1 1 1 I N O x N — I *— O I I N I O I N I W 1 O I tD O X x .0 m rl rl O m m O r O N W * Z N M P P M P P M P x ZO 1 I I I H — — I * F m l p l O I M I O I O I m I O I P I V!H P 0 . V] I m * Z m m o m m o m m0kqW # H m m w m m m m m m F k I U * W I I I I 1 1 1 I I H F I * 2 o I m o I a o I p p 1 p o I k o 1 r r I m o I M M I r N d * U N N r Vl r O m 10 P VI ri rl N O N 01 N O W N 41 * * m M M U P 10 O M M U P .y ri r r P r N Z m M Z M m M P N J n M k a L * o 0 o O o 0 0 0 k 11 aP W\ v x W W W W W W W W r N a* a w w w a a a a W O H T* ri H N H N H 'i H rl H rl rl H ri H ri H 9 z a E + a a a a a w w a a o 0 0 0 0 0 0 0 0 0 0 00 00 0 0 0 0Nat4 * o 0 0 0 0 0 0 0 0 0 0 0 0 0 . IF I I I I I I I I I I r 3 a •-I + o 0 0 0 0 0 o O o 0 0 0 0 0 0 H k v x O o o o o o o o N N I x N H X H x m 0 1 I I I I I I 1 1 I Im E I * I I I I I I I 1 I k 11 W k O o O O O O O O O L I + O M O M O M M O M O O M O M O M N k N N e #O O O O O O O N k x — I * I I I P I 1 k a 1 * 1 i i i i i i i i x o ax k E L W * 0 0 0 o N Oo o r o m r N r P r 3 D E * o 0 0 o m o 0 0 o m o m o 0.1H3 n zaI N Z + I I I I I I x m o 0 0 o m m Y a # M N N N W 0 + N N N N N N N N N H H U I (u + I I I I 1 1 1 I I L +P t o I I I I m m H r N '! +I x O Vl O O 00 O O P O O O O rl O ri O N o V N W a* o o o o 0 0 0 0 o o 2 aH W P P H H H H E m W M m k 1 UI k 1 x I I 1 I o a o 1 I x I I I I I 1 — N W H M m W x r O O r O r N m O N O N N O M fO O P H a H * M H Iv k O N H O + C x+ WA TJ x x m P m m O O ri rl N J\ I W Z C H * m • m m po O O O O O O O * N m m m O O O O 9m a M 1 + I o I I I I I I 1 I H N W N O W W k I 41 * N I r N N N I b N m O m O O m m 1 N .-I .- W r U m x+ 'O ' r M r N M N M N l(1 M N m N m M VI 41 O W O O rl N t *O 'j O Oo O O M M N a a 4 a * v v *o 0 0 0 o M o m o m o JIZ w QFa m x . O N x 3 3 rl FC H N w O W O P P vI Ill N VI VI N $ Z m + > to Z H H H H 2 a t y l II 1 I 1 N v E rc x N N 3 rn Z U m * m + r r fo m o 0 0 0 0 NCo U yy X * r+ a W W + I I I 1 I N O Mi W x x 10 O vI H M r m P O o t 2 * u v k m O m m m m m r r m H O W W x N N k OI H m m m m m Ol m m a N N H * 3 W } m 4 m m m m m m m m F O W * I F I 1 I W.o k — m — H.i I * f0 1 M I o I_ _N I_ _rl I_ m I ti I /I 1 r 1 k a F 9 i Z x I x I O 1 I I I I * o f E o f o f m l o f H I H I P I m l N P O 1. P P O I r M 3 a*O F O P N VI P ifl m N N m M m N m N N P O *O m N O P P P P P F n I U * I W I 1 I I I h I 1 I N U I U 'i I N b I Ol r 1 N 1l .4 x m O k N F r P N H m M P fE rl N O N a Y \* r O Z OI m Z m m O m m P N L'•I U H H ri H rl H N H N H ri H rl H rl H ri H U' 2 C4 H k I C4 I W I W 1 W I W 1 W I L4 1 W 1 W y v W I O O O O O O O O O O O O O O O O O OwaakoOo000000oOOOo N M F k I * I I I 1 I I 1 I I x L I rl * O I O O I O O 1 O O I O O I O O I O O 1 O O I O O I O r n '3 O rl % O O 00 O O O O O O O O O O O O 00 ONN * O O O O O O O N N I * x N N X k 40 O I I I I I I I 1 I I m Jl W # O O O O O O O O O L I O M O M O M O M O M O M O M O M O M Oro k 2 G l I —I — I I Y I I I I I I I I I O R.x E L o f m r r r r m r o r o r o r m r r rl N rl H 3 O k W I Z # I 1 I 1 I I I I I H I Z # I 1 1 1 I I I I I N O M 10 ri m M O m r Y N a 7 #N N N N ri rl ri H 1 N O % N N N N N N N N N H N U I w % I I I I I I 1 I I r k N P Y * O N O M O M O P O O N O Vl O l0 O 10 c H x G W x H F x m W x C H Z # — I m * 1 —O a O I M N r O N a H * N w #N H O % 01 >.' % N N N M M M W Z * G N * o 0 0 0 0 0 0 0 0 O O x W c9 0 0 0 0 o m o 0 0 N W W * — I I I I I N O W W k I 41 Y Ol 0 O N P I r O I P m M m I N O m C I N m I N O ?. O O # .i N Fl H a w0 0 HHk > 2 W k vo a a + m *U Sjm < w + I — 1 I I I I 1 I I 1 JE Z W a + M l0 O P m N r N r H s a Y V I Y I I I 1 I I I I I m H Z + o f o f O I o f o f o f o f O o f 0 0 0 0 0 0 0 0 W O # 3 rn Z U W # m # o 0 o O m o 0 0 0 x Q Q 0XH U N CO k w W + I 1 I I E N0 '.4' W O N N M O N N m O N a z N m m O C Z k N N # 01 Qi O O O ri H ri N H I H * i-1 N fl ri rl r1 rl F o W 1 I 1 1 1 N O k H rl k 1 ri I r I N I N I m I M I O I ri I N I WF x x I I I M O I mm I H I H I m l m l m l N I M I 3 Y Y CL* Ol m Ifl m Ol m N m P m lO m m m O m N m P P P P P P P 3 W v H * r o o m o o m o m o m o 0 o O o o C W m m m m m m m o m N H L #rl H F U * I 1 N HI • .i I m N 1 O M I P m I M O I M N 1 O N I rl fl I m b I N X G * O N r P M M 01 N M N rl rl M m P M P W O E # O r N M Ol lD N M dl M 10 N ri m N N O r Y •- 1 # m O r m D N N D C N M N O N H.W N W + r ri 10 N VI P P M M M a k Y \* W m m m H m N # P P P P P P P JW x k I I I I I I I I I 1 N 4.1 L k o 0 0 0 0 0 0 P Y w k 3\ O # W W W W W W W W W r N P.x w w w w w w w w w 41 O H H H H N H N H N H r-I H N H w w I w w w w I w w w 1 o 0 0 0 0 0 0 0 0 0 o O o 0 0 0 a K o 0 0 0 o p o 0 0 0 0 0 0 0 0 0 0 . E I * 1 I I 1 I I I I I x Y I H * O l o O l o O l o o l p o l o O l o o l o O l p o l O N H X m O 1 1 1 I 1 k L O M O M O M O M O M O M O M 1•'1 M O Z x O N O N O N O N p rl O rI O rl O ri O rl N k r{ N e }O O O O O O O Y N..1 M M 1•l M M M M M M N k 2 O 1 1 I 0 1 aM I I I I I I I 1 I F L x O r M M P m P m P m M m O m N m m 10 Y r m o m m m r m r m r m r m r r r 0.1 M + N rl N rl N rl N H N H N N N N N 1 N N H 3 o x fv I Z # 1 I I I I I I I I rl I Z + I I I 1 I I I I I ro r r p o o r m m o U L N * 1p M l0 N O M l0 M lD M IO N O ri 10 O D O x Y 0 a *N N N N H rl rl rl i N y O # N N N N N N N N N U I fu k I I I I 1 I I I I x I L # 1 N I N I N I N 1 O TN I m I r I o O v v O,+ o o o o o o p m o • H a m k G H Z k o a o NN W E + PW M O M N m N M m N M N N O O O1 O H a H k H W # CJ\ WO O 2 C H o 0 0 o O o 0 0 0 k W 0 * o 0 0 H 0 0 0 o O Z LG U N N N rl i rl rl H i-1 l9 m w I k I I 1 I I I 1 I I N O G1 4] k I W * ul I N M I m m I O m I O r 1 m P I M M I N N I r M I rl W r U VI # a > M m N r N m N m N h N h H O O 1 T 1 U maw k 1 x I I I I I C4 1 M M o 1 b I 10 LD m 1 r-1 1 N 1 M I Z GIFwvl # Hm % 3 H a H * v w x m m m m m co m m r m H Z + I k o f o f o f o f . 7 . 7 O I o f o f v o 3 rn z u m + w + o 0 o O o 0 0 0 m Co qa X * k N O T. H o p o p o 0 0 H I H # Hri rl r-I N N N rl F o W x 1 I I 1 I N O x H r-I k I # N I M I N I N I l0 I m I m I M 1 T 1 X L k N N 41 T 41 r N dE41fu # ri ri rl O x ------ — — — — — — — —* o f —I m l O I O I m I m l— H I— N I O I N * 61 M O t0 m O ri O M N M m M m M H O N H > O x P O O O O O O O O W W '-I * O O O O O O O N O N O N O N O N O O x C 41 O O O O O O O O O N k H L + rl rl ri ri H N i I ri F n I U * I I 1 I I I 1 I I N x H 1•t M O I O O I O P C O I m N Ol N 1 N N N O I O X C 61 T O O m rl N m P P 10 r C M M O r W O E #N + N rl rl m N r N N M P O\ N N M M O P a Y \x r IO N N N N N N fv k x I I I I I I I I 1 j IO N L a U # O O O O Y d # 3\ m r W W W U r Z a F x a I a a w I 00 O O O O O OWxr] a O O O O O O k N N k • NF x 1 k I I 1 I H r m * o o o o O GI H (u # m 4 X H k a 0 I I I 1 I k 1 M \ F I I I 1 I m k Y W # O O O v tiro o 0 0 m O O a* E L * O O O l0 O D N O 3 0 # N N N N N N N H x fu I Z +1 m k N P l0 i Y •O x O O O N N O r N N N N N H k U 1 W + I I 1 1 I t + 1 N1 I M 1 O 1 O (9 01 v a* O O O O 2 O.rl #N N N ' N F r VI W * N W E OW m rl O m m IO O 4 a H k H lu # v H r v'O y' * Vl O l0 r a N * k o 0 o O O O r W c9 0 0 0 0 H N * —N O mi rL x O O O a •• W a k W N +o 0 0 H W a 0 o * > x W * m aa * m + H m a * 1 r I I I I 3H2 H wa k r r o io m32m > fu r a N F V! H Z # 1 k OI O I O I O I m 3 rG x o 0 0 0 v x k 3 o Z U N + v! * o 0 o O m H H E r a W k P P P P m 0 rtXk k w [G W r I r I I I I k — m O X W r m l m P I 1 H E * H O N l9 M 0 N O S Z + Y 41 * Vl N vl lD N U W W + N H x O O O O E o W k aF r N fu N N N N k k k I I I I I k —k 1 h I N 1 m I O I O C W O O O N H L k rl H N N F I U x H I r P m ul I Ol Ol O I m x o E ti m o e ti vx a Y \k P M •-i N N a r P W I 1 I I APPENDIX D.3: LINE 1 STORM DRAIN n T1 MEXICO CAFE HYDRAULIC ANALYSES 0 T2 100-YEAR PEAK FLOW RATE T3 FILENAME: LINE1-R1 50 1002.000 994.640 1 997.528 R 1100.140 998.100 1 013 000 .000 0 R 1104.210 996.500 1 013 000 .000 1 R 1129.630 998.750 1 013 000 .000 0 WE 1129.630 998.750 2 250 SH 1129.630 998.750 2 998.750 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.750 3.000 .000 .000 .00 Q 8.620 .0 d F * o a o 0 0 0 0 0 x 3\ N+ W W W W W W W W N O H T+ N H N N H N H N H N H N H N H N H W k Z w E # I W I I W I d I W I w I w I w I w a I a ••x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O F I I 1 I I I I I I 1 h — r h 3 N h o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v H W h N k N N M m O I I F I * I I I I 1 I 1 I 1 F I * O M O O M O M O M M O M O M O M 01 2 % N V1 N N N N N N N YI ri N r-I J1 N N x D I 1 I I I I 1 I I I o I d* 1 I I I I 1 I I I 3 9o .i * N N N N N N N W 12 * 1 I I I I I I I I N I Z * I 1 I I I 1 I I I U .0 N P O P P P P P P N P N P a1 P m C r H N O # i-I 1 1 N N N N N N N 0 N * h U I W + I I 1 1 I I I 1 I h I F + I O 1 I N 1 N I P I r I Om I Nm I m r U N N d* O O O O O O O O E k m W + N m I m + I I I I I I I I I H k C a I I I I I I I I I 1 O TN O r r M r r r Vl N 10 N m N N a H W * H H wC N W C H 41 Qi 01 Ol Ol 00 O O 7 O k 0M 61 Ol OI Ol Ol Ol 0 0 W N N N W k W W +O N O N O N O N O N O N O N O I E W * N m + w m a s # 1 N 1 N I N I N I N I N 1 N I N I N I m N U K 3 N a O N x p W Y 7 a W * u U a W Z * m [G te a + 1 * I I I I I I I I I Na N W W * N O m m lO O O r O rn W a # w > o a a 2 * a ar H U W W + ro N * m m m m m m m m m O I H * N W N N k I 1 I I I h O I YI I M I O 1 N I N O r I O 3 h 11 d* N O O N lD V1 P N m N ri m fi m N m x > N m * m m w m m m m m C W m m E m m m m m m m C h H L h D I I U k I I b I I I I I I I Nn ------ — — — — — — — — — — — — — — — — — W k O h r I U r I P N I Vl D 1 P O I O O I r r 1 lO M I O N + N O N a N r 01 N O N N r 00 O N I\ J H x V1 Y w3\ N « W W W W W Wovla% a w w w a a W N O N Tk N H N H N H N H N H N H N O l a l a I w l a Q P a o p o O o 0 0 0maa « o 0 0 0 0 0 0 0 0 o o N r 3 N * o 0 0 0 0 o O o0 0 0 0 N x ro # o o o o o 0 0 N k N 1 #OI I x \ F I x I 1 I I I I 1 1 m Y a # O O Op O O O O p ro I 1 I I I I I I I o a« Y ll1 N N P N m O m O N O w I z k I I 1 I 1 I I I x N I Z k I I I I I I I I N k M N O 61 m O H fa % U 1 W k I I I I I I I I c9 N W a% p p o 0 0 0 0 2 a N k N N N N F x m W k O a I + I I I I 1 I I 1 U W (9 k O O O O O O O CO m a 1 1 I I I I I I I N N k W r U k D P 01 M N r O l0 G l0 m N O Q I N Q #N ri N rl O O wD m + U E a k I x M I r l N I m l to I O I O I P I F W k N VI * N 3 N k > W a W y F I I I 1 N I N a N D D O 10 10 10 m l0 N U a + m a o N k a W + y D a W « V * O 2 W Z x aN I4 a « I « 1 1 1 I I 1 1 I E S W •• «NI o f m l N m I r l O T W Q N > O Q Q Z + 10 + m m m m m m o u u W W % ro N m m m m m m o a r a x 3 W m m m m m m m U o W x I 1 I I I I 1 I I It'N k I x . 7 N I_ . 7 N I_ vl I_ vl I_ r I N I_ W + L m N m O m m M N O o N o N W rl N N r4 N k - I I I I 1 1 I I I k — I to I m l r l P I O I in I o f O I 3 k W k N M m M M M r M O W N N 3 H P 0 .m m m m o 0 G) W N # m O m O m O m O O O W m w q W m m m m m m m Z m 1 x H L « Q r-1 x I u k I I 1 1 1 I 1 a I W F Z I k M I N N I m M I r O I O O I m m I N O I Z O I H C « P M r OI r r P IO N N M Ol M W m Y N M N m 1"1 M ri O M O1 a T W N W k O O O p O N N N a N w k k 3 N T1 MEXICO CAFE HYDRAULIC ANALYSIS 0 1 T2 100-YEAR PEAK FLOW RATE T3 FILENAME: LINE1-R2 SO 1132.630 998.780 1 1000.760 R 1378.0701001.240 1 013 000 .000 0 R 1386.9101001.330 1 013 22.511 .000 0 R 1394.4101001.430 1 013 000 .000 0 WE 1394.4101001.430 2 250 SH 1394.4101001.430 2 1001.430 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 4.570 3.000 .000 .000 .00 Q 6.590 .0 Y w * k 3\ v k W W W W W W W W W Z a F k H l a I w I w I w I w I a I I a I w Q I w x O O O O O O O O O O O O O O O O N Fl a k O O O O O O O O O O O O O O HF I # I I I I I I I I I k Y •-1 k o o o o o o o o o o o O o I o I o 0 1 0 r x 3 Hi x o 0 o O o 0 0 0 0 o m o o m o 0 0 N k N k O O O O O O O O O o x o H W x N k N I k N N X r-1 k G1 O I I I 1 1 1 x \ F I x I I I I 1 I I I I m nJJ w * O O O o O O O O O L I O M O M O M O M O M O M O O M O M lT Z * N ri M N N N ri M ri N ri N M Hi J1 H N x s a x 1 I 1 E L 0 * O l0 O lO r O D rD m tO 0 tO N m m m l0 Y k O m O m m m O m H N M P m P W 3O D E +HI W 12 * I I I I I 1 I I I H 1 2 * I I I I I I I I 1 k N O O O h C N N OI O T w N al O1 rm M O1 M HI Y D k m m m m m m Y 0. 7 # H N HI N O k NO N + x U I W # 1 I I I I I I 1 I I L # I m I O I m I m I N I ro 1 I m I m k N > Y k O Ol O N O M O N O N O ri Oo O O r U x v v O.x o 0 0 0 o m o o F k m W k rl N m + I I 1 I I H I + I I I I I I I I I CJ\\ O W G N * 00 O O O O O O 00 O O W U k O O O O O O O a f-I N N rl rl rl Hi r-1 N m r U k D > k N M N M N M N M N P M P M l0 O r0 Ol W Q 1 N Q #O O O O O O H O W k N W x O O O O O O O O H w o x orx HU a I k M I M 1 rl I O I O I r-I I M 1 m I m 1 3 m 3 >+ x D W I I I 1 tG N k k N VI N l0 N V1 N VI m N U a + x wOtixOw X O N W x V U rt W 2 k - a 1 " T P M I I m 1 N w W k k rG r ri N N rl r M O N W £ k N k h O N N rl rl O m r m w a Q v > O Q Q Z + Y W # O H N rl r1 rl rl O ri N U W W M N rl x O O O O O O O O O a > .l M 3 W r o 0 0 0 0 0 0 0 0 01UO W * I I I I I 1 H o x — X v W H ri H H H H Hi k 1 I 1 I I I I I I I I + O I O I M I N 1 m I 61 I •y I •i I ul I ark m o r o m o P o o o m o m r o P O 3 Y 0* r o M o r o m m m o o m o m o m k N > o N H H Hlo H1 N 3 v v ti # m o m .Qm m 0 o m m o 0 0 H m k m m m m m m m a oNGWxmmmmmmm £ m o k I U k 1 1 I b W x 1 o I h N 1 Hi r I N T I P M I N at 1 Or m 1 U m I M M I r Z G M N r N M W lO Vl Hi m m M H M N rO O O E k 1D m N r N N H-I Hi N P Fl P N Y Hi # N m Hi m 01 m D N Jl O Hi Hi Q rl r m k N W k M r Hi Hi N M Vf yr a N m M M W P Y W l9 N a# W W w w w W N O N T k N H N H N H rl H ri H H O 9 x Z — H # w w w I W w I I Q P w 0 0 0 0 0 0 0 0 0 0 0 0Naa + o . . . . . . .0 0 0 ri k k E I I I I I I 1 I Y I H • o l p p l p p l p O l 0 O l 0 p l o f r k 3 H * o 0 0 0 0 0 0 0 0 0 0 o v H W * N N I + M mN x * H W O 1 + I I I m Y W k o 0 0 0 0 o p v tiro *o 0 0 0 m k 2 I I I I I I I I a i i o a F.0 * m to m m m to m m N p k Y * r P r P r P r C O 3 O E P P k O •i SI * ri N N rl rl fi M x H 3 0 * k W I Z k I I I I I 1 1 T Z * I I I I I 1 I nro o m r r m U.0 N x m M 41 N m N Ol rl 01 O m M Y dm O x N N # x U I W * I I 1 x r N > Y # W O m O O Ol o Ol O O o (9 m m a# o o p o o o 0 H H v1 W x N I N k 1 I I I I I I C H O a x 1 I I I I I I I i T rl * N . O N . M P H O r m O O O O H a k N W * O N H N W u 2 * N N N N N N M W C N O O O 00 O O O O k O O O O O O H NNO W I N * O I r m 1 N m I Ol M I m m I O P I M I Q rl m Q #O O O O O a •• w v v *o 0 0 0 0 v D x m * C E H k r1 V] # 3 rl Q (n # v a IO O l0 In In V1 I m 3 T x > m U N Fln wNQW v I I I I I I I 1 w O Z H + — rn Q FC k I + m I m I a1 I Oi 1 m I m 1 m 1 W `.G a + I k I I I Q x E 2 W I O I N I M I •y I v I M I M I m w W + O O N N r N P O Q Q Z # Y N N N N N N N M 4 U W W k m rl * O O p O O O O O 1Uo W x I # I I 1 I N O #x .-I * I * I ^ I ^ 1 P 1 N I m I m I F. # Y • k m O1 l0 I 1 1 1 I * O I O I N I r l M I o f o f S N #N M M M M N M M M V1 4 d* N O M M M M m M C M 3 N >N N rl k fi O ri O ri O N O N W N rl N * O O O O O O U O G C W p o 0 0 0 2 p rl 4 U x 1 1 I I I Q a o E * H v # W ro W # r m m m a mnmMrlQM W k T1 MEXICO CAFE HYDRAULIC ANALYSIS 0 T2 100-YEAR PEAK FLOW RATE T3 FILENAME: LINE1-R3 So 1397.4101001.600 1 1003.043 R 1593.9401002.520 1 013 000 .000 0 WE 1593.9401002.520 2 250 SH 1593.9401002.520 2 1002.520 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 3.980 3.000 .000 .000 .00 Q 4.350 .0 O n o O o p N 3\ N k W W W W W W W W W W k y a F * I a I a I a I a 1 a I a I a I W ~ I a a I a o 0 0 0 0 0 0 0 0 0 o O o 0 0 0 W k a C * O O O O O O O p O O O O O O O NE I + I I I I I I I I I r 3 ti * o o p o 0 0 0 0 0 0 0 0 0 0 0 0 0 N N I * N N X H p} O I I 1 I I I I I 1 1 1 F 1 I I I I I I I 1 1 m Y W o 0 0 0 0 0 0 0 F I M p M o M o m O m o M o M o M M W i N O O O O O O O O O N x W I I I 1 1 I o ak Y tll m 61 m N m N W N m M m M m 3Oa E +iMH3 O x k W I z k I I I I 1 I I I I H 1 2 * I I I 1 I I I I I u A v x o N om m om P om P om In o n O n o io o r k ..Iv o * N O H + k U I W * I I I I I I 1 I I H 7 11 * 00 O M O N O N o rl O O O O O O 00 OlrUvva* o 0 0 0 0 0 0 H x ] W x F k m W * H m m #I 1 1 I I G a I # 1 1 I I I I I I I H W x CP W k N O N O N O N O N O m O m O m O O H H N a 2 µ M M M M M m M m M N W G N O O O O O O O O O o W 0 k O o p o 0 0 0 0 0 pi ri H H N N N rl rl r-I W Q rl N Q +O O O O O O p O O W N N k O O O O O O O O H W O k N *H 3 m 3 T x > W U N Q W x I 1 I a N Q rt + I + I N I I N I N I vl I C M k M M M m m M M M M b H $ I k N P P P P P P C P P Y D a W k U *U Q W Z M a CC GGY. a k I 1 a x I M I I N I ti I m I P I O 1 m I r I N a W # P r O N M N r m O lT W L4 a # W 7 O O i ri ri H 1 rl N O Q Q 2 + Y N M m M m m m M M M a N a * 3 W o 0 0 0 0 o p o 0 O 1 H *N 1 i rl rl H H N rl U o W x 1 1 I I H o * —xrlx I k m I m I N I m I —ri I o I m I O I m I m P m N O O O1 O1 x [ L H #I k I 1 I I I I I 1 I r ID r N r m r d' r k 11 O.* 10 P r P m P Ol P Ol P O P N P H P N P S rl VI * O O O O O O O O M G W + O O O O O O O O O C k H j' # N fi rl rl H i-I N N rl k I U x I 1 I I I W Y \# M P N N vl H n W W ti O N P• 2 a F x _ 1 a — I W — 1 a _ I — I a i x o 0 0 0 0 0 0 W k r] C x O O O O p O E N N NF r 3 H # op o o p o 0 0 0 H m * o o 0 0 o x v H w # N N I * M N N X ri p1 O I I I I I I k m Y W I k O I p I O I p p L I O M O M M O m LP Z k M N •1 JI ri M 61 N ti N x o 0 0 N k x - I x I I O I a« I I I 1 I H L o * m m P a m Y # P W C P m P O 3 O E o.H W I Z # I I I I I x H I Z * I 1 I I I u L W # om r o m om m om o N o, +i W O x H O H k x U I W x I I I I I r SI P I Y * O I ONl O I m O I m p I p I Z LL.-I * rl F k N W k m m *1 I 1 C H O a x Trl I # l0 I lO N I Ol H I P C I I N a x N w # O v H k v O x * ri ri ri ri ri O W U O O O O U m a x I I H I H I ~ I H I H Nm W r Q p Q # N O N O N PO N O Fl •• W N W x O O O v p k m x 12 W m x wN + Z m 3 N x > W * M P a P H u Q W I *1 I 1 a v Z F m Q y * I # V) I N I M I I I N I VI C M M M M M M N U a k -• * m a o H + ow x a W x U U Q W Z k -• * E x W I H I P I P I m l M I N W W k M l0 M O M N W £ x H k N N M M r W a Q * W Y O Q Q Z # Y W k M M M M M H U W W * N.i x o 0 0 0 0 a T a # $ W * O O O O O UU o W + 1 * H I ~ H I H H W * L N vl M W Favwo -• k k I I 1 I I 1 I O O I P O I O I UI x Y O# M M P P C 1l1 N GI N rl k N p N O N O N W N M la H VI x O O O O U O a C W k o 0 0 0 H I U 1 I 1 I IG I T1 MEXICO CAFE HYDRAULIC ANALYSIS 0 T2 100-YEAR PEAK FLOW RATE T3 FILENAME: LINE1-R4 SO 1597.0501002.700 1 1003.755 R 1663.7701003.390 1 013 000 .000 0 R 1692.3801003.686 1 013 36.427 .000 0 R 1710.8001003.877 1 013 000 .000 0 R 1757.9301004.350 1 013 60.008 .000 0 A 1824.5201005.040 1 013 000 .000 0 WE 1824.5201005.040 2 250 SH 1824.5201005.040 2 1005.040 CD 1 4 1 .000 1.000 .000 .000 .000 .00 CD 2 2 0 .000 3.460 3.000 .000 .000 .00 4 2.990 .0 CL L * o 0 0 0 0 0 0 0 N Y d Z d E t d I d d d I d a I a 1 a WU ••O O O O O O O O o o O O O O O O O E I * I I I I I 1 I I I r k 3 o ti * o 0 0 0 0 0 0 0 o p o p o O p o 0 H t q k o o o o o o o o o N N I t N N X H 0.l O I 1 11 1 1 I x \E I I I I 1 I 1 I I I m k Y W o 0 0 0 0 0 0 0 k L I # O M O M O M O M O M p M O M O M m w N ro k o 0 0 0 0 0 0 N'.i t •i ri ri ri H N N N H N k 31 O I k I I I I I I 1 I I O 0 1 a* 1 I I I I I I I 1 k F L O k O O1 O O1 m O rl O m P N m N m N Ol k Y t O lO O . V1 m r D r O m O1 O O1 tD O1 D k O .i H t H 3 0 k G. I Z k II I I1 I I k .-I I 'L k 1 I I I I I I 1 I nN t O O N M M N N N U L N * P O P O P D P r P m P P rl P rl P rl fl Y •O t r r r h r r r r r Y a •U * rl rl rl N 0 N * k U W k 1 1 I 1 I L * 1 +1 1 O I m I N I •-I I I m 1 m I rl Z P.•-I o x H H r H O W * o E m W + H a x I I I I I I I I I I G W x O W t 1 .i •i N O N O M O M M O M fl N P P P N W C H O O O o O O Op O O H O W U * O O O O O O O p N a N rl fi rl fl i-I 1 N N m d I 1 I I NyO W I W * M I m M 1 u1 N 1 P r 1 m O I b M I rl I M ri I M rl I M l9 r U TI • t N IO N lO N N M r M P O P O P O N •• W W W *O O O O O O O O W N a W W k w W O VI +µaNtII I I I I 1 I I I k U E H * N m t I N 3 N k > d k w z E —U' m a s k 1 k T m m m m m m I S m I Ca C k t* 01 m 01 O1 O1 61 O1 O1 O1 a N U a k b H ^$ t N k N N N N N N N N N mY Z DOa aU k W U a W + -N Ca H k d o a a r I + 1 1I a E x W I * m I N tO I r l m l to I P I m l N I N I N d W +N r m 01 r m N H w H r m m m m m o O a a z n v N * M M M M M M M M P a w a 3 W o o p o 0 0 0 0 0 U O W + 1 1 I I I I I I 1 I H O k 1 O h M m I O I N I m I m I wLnoomomrmk W d k rl ri I + I I 1 I 1 I I I I x I * O I N I m l n I r l P I P I p l o f t N * O M m M N M M M m M O O M M M Ol M Y W W rl * N O N O M O M O M O M M O M O M O 3 C W o p o 0 0 o E o 0 0 P t I U t I I I I I I b I 1 1 I I x O 1 fi rl I m r I r P I M r I N N I V M I M N 1 W O 1 N N G * V1 r N r 01 N N m H m r H r OI r m r Ol Y rl * r O M m N r Ol P P rl N fiC Vl N m N M N a N W k Ol rl 'y rl M M P P a P P fl IO W 2 a n 3\ N k W W W W W w w w w N M O 4 T* rl H rl H ri H ri H ri H N H N H N H rl W Z W E I N 1 N I d I w I d I d 1 W I W I a P N Ow O O O O O O O O O O O O O O O OaWkOOOOOOOOOOOOOOOO iE k I k I I I I I I I I I x Y rlk O O O 1 O O O O O O I O O O O O O O O r 3 w H # o 0 0 0 0 o O o 0 o O o o a m w H N k o o o o o o o o o N x N I + N H X x w 0 1I 1 I I k m k \ F I k 1 I 1 1 I I I I I k Y W k O O O O O O O O O L I # O M O M O M O M O M O M O M w 1•l O k O Z k O O N O O O rl O ri O ri O ri O N 1 N c #O O O O O O O N 2 0 1 x 1 1 1 1 1 k F L O # N m N m N m N O N N m N ri m m x u x to m m m io m r m m m 3 D E x O' 4 + 3 Ox w I + I k N k N V1 V1 N N N U1 O x U L GI * P r-1 m N P N P N P N P •H P ri P ri P k Y1 D H # U I w x I I I I I 1 I I I g k aH k H F m W x m x I m k I I I I I I I I I G H x O a 1 k I 1 I I I I 1 I 1 N W O w IO rl r O w H M M fi P M m H N O N N H x N D Ti * P P P P N Vl 1I1 lO l0 W G 4 O O O O O O O O 00OkWUOOOOOOOO U m w I I I I I I I I 1 I H N x O a N N a #N N N N N rl rl O H H a 2 w x N D m k U 1 Z W mFH k rl N U.•1 a k k Y a W # V I # I I I I 1 I I I I m a 1 M I * m l m l m l m l m l m l m l m l m l N LG P m m m m m m m m S Ol H $ I fA + N N N N N N N N N m a o H x a w x D a w # u + W I 1 I H W £ # H N M M m O N r r a w a a x v O a a Z # Y W + P P N vl N vl w r a M 3 W k o O a o a o 0 0 U f1HHHriifiINNrl U o W k k I I I I I H O # W * L m m m o o m m o P x N W x x I I I I I I I I I I 1 k N I w I o 1 r 1 N I O I r 1 m I O I N N •-I # M O M O M O M O O P O O M O N W P P rl VI x O O O O O O O O O U C G W k O O O O G O O O O Z Z I # N 1 w O I VI N N O I m m P O I r r 1 rl m I N O I Z a k o EU M m O N M r m r M ri N P a w k l x L H U * N d% w N O H T# O Q P Z a O k —x s+ I H * o I r k 3 H k o o w H w k N x N M N k '.[ I I H L k o k Y k O 3 O %O H H k M H 3 0 % k W I Z k I H i z« i m Y d U + N N + k U I W k I a H w C H O ra I - I H T.i lO N w T W * m N r1 k H W k W C H O O M w O # o H N 4 — NW r U O > + o Q x .i N Q % w •• W N N # W o n VI + a I # m I F H * N !7 # 3 m3N k > ua. N Q w V a N Z F + — NN a V k 0 N U a % U Q w Z % ,. a Y Fl k I * I Q E 'S. w •• I N I v m H U w W x N H * O a 1 x 3 W o O I H k N U o W % I I H O k I * N I x aE + I + I xk I k o I 3 H > O k x > H m k oCxCWo I k H L k N wZ k I + O I r] k Q E k JI JJ N k W N W + N EXCERPTS n EXCERPT A: TRACT NO. 13060-1 STREET IMPROVEMENT PLANS Ye chef CONSTRUCT/ON NOTE5 Al GONE.NOTES fOgh /O q re QUANTITY ESTIMATES 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEARING OF THE PROPOSED GMph B NO, ITEM QNNTM UNIT WORN AREA, AND RELOCATION AND COST OF ALL EXISTING UTILITIES. SUN- qp STREET IMPROV£MEN75 PR SCHEDULEMUSTINFORMCOUNTYOFCONSTRUCTIONULE AT LEAST 9B HOURS BScPRIORIORTOBEGINNINGOFCONSTRUCTION- (PH. 7-203 gryA,feT 2. SUBDIVIDER WILL INSTALL STREET NAME SIGNS CONFORMING TO COUNTY STAN- RA e D B-CURB 51 e'(,l/TTER 5,206 [F 5L,F36HARDNO. E16, AS DIRECTED. - p d'p- z I 3 SFO3/e-A.C.ON/2"q.B. PA EMENT 1. ALL WORN SHALL CONFORM TO THE REQUIREMENTS OF THE RIVERSIDE COUNTY 4'e• 851 RF! 4 Dp•°•/ro ea! as•s L4\ FP/ O 2/4"AG ON 6"A6.PAYEA/ENT RQBTO Sr_ ROA9 DEPARTMENT SPECIFICATIONS FOR T11E IMPROVEMENT OF SUBDIVISION Q STREETS, DATED 1977, COUNTY ORDINANCE 461 AND SVBSEOVENT AMENDMENTS. R p+/pp""a OC AO\ VP p O 57AN&N?DPAIfXfENr BOSS- ReMOV L P9510 $F 4. IT SIIALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY FAR ENGIE- p 4 Rc' y-BC> Q 9TANDARO[BOSS-FiUT7ER B/O SF HE 0.. AFTER THE BASE COURSEPMO OF THE ACQUIT HAS BEEN INSTALLED, TO IN I pA'^• \ CpNry STREET NAME PER QIVEFSIOE CO STQ 8I6 /'YJLGLG 4 EA STALL STREET CENTERLINE MONUMENTS REQUIRED BY RIVERSIDE COUNTY ORDI- NANCE dO yPP S,RL ONLY NO. 461 AND SHOWN -9- ON P.M.. CENTERLINE MONUMENTS TIDE "A") O n e v f C 57OR S/6N (INSTALL ONLY) AW MAY OE SET BEFORE OR AFTER PAVEMENT AND BASE COURSE FOR THE STREET 1\b C^' • y. HAVE BEEN INSTALLED. IP THESE ONUMENTS APE SET AFTER THE STREET p TFRA'PW Mf+e ,OS rl Sp JOINT OT/[/TY TRENCH 5000 LF STRUCTURAL SECTION Is IN PLACE, SUCH MONUMENTS SHALL BE CAST-IN-PLACE Z? N1 4 IN NV)%T HOLES, AND REMOVED PAVEMENT SHALL BE REPLACED WITH XOT PLANT bP a m f. OW4 '/I•I QP.y/fy OP STANDARD BARB/CAGE B Lf MIX MATERIAL OR A QUICK-SET CONCRETE ADMIXTURE WITH SPIRE AND SURFACE T tl n'6`'(yw p 2e°"s INSTALL PL4$TIL GUIDE M4QL/E4S T/I-60AIQ-5(5) 24 EAWASHESASSHOWNONCOUNTYSTANDARDN0. 902. N . 0,4 fR+ap y° C p'90 H TEMP. AC PAVEMENT 4,110 SF 5. THEDEPARTMENT,OR CONTRACTOR SMALL APPLY TO THE RIVERSIDE COUNTY ROAD r yam CONSTRUCTION PERMIT SECTION, CFORAT AN STREET SECTIONSPERMIT,IT, POM1 SIOEWALH F. ' pry ROADWAY EXCA qT/ON j S00 CY CONSTRUCTION WITHIN THE DEDICATED STREET SECTIONS. 6. ALL UNDERGROUND FACILITIES, WITH LATERALS, SHALL BE IN PLACE PRIOR ag TO PAVING THE STAGES SECTION INCLUDING, BUT NOT LIMITED TO, THE FBI- LOWING O fiv aiSEWER, WATER, ELECTRIC, GAS, DRAINAGE. O STORM DRAIN01 f/ q CURB DEPRESSIONS AND DRIVEWAY APPROACH Es WILL BE INSTALLED AND CO.- a f6 N 9Qi r"Yr4/%T JS/XTT/ON tTRtK 6 Ne e EG, 51'RUCTED ACCORDING TO COUNTY 5'fANOU D NO. 207, AS DIRECTED IN THE w • FIELD. m F Qi CONSTRUCT 54r' R.C.P. OR C.LP.P. /ROO-O 4BB L.F. S. IT SHALL BE THE RESPONSIBILITY OF THE SUBDIVIDER OR CONTRACTOR TO v +Z R APPLY TO CALIFORNIA DEPARTMENT OF TRANSPORTATION (CAL TEAMS) FOR AN IfE P+ CONSTRO(JT lI R.C.P. OR C/PP /150-- J-52 LF ENCROACHMENT PERMIT FOR ALL MGM PERFORMED WITHIN THE STATE RIGHT OF SIfiVERp00 O CONSTRUCT J6•R.C.P OR C/PP 1000-D T/O LF WAY. IT/4 CC'M97RUC7 4B•R.C.R OPC/PP /000.0?/TOO-O 700 LF 9. ALL STREET SECTIONS ARE TENTATLVE. ADDITIONAL SOIL,TESTS WILL BE A. I//LEf GWSFRUET--TRAA/BFNON YFRUBH/RE— 1 'EA TAKEN AFTER ROUGH GRADING TO DETERMINE THE EXACT STREET SECTION RE- y5MI,CA GF5 OV IPEM¢N'f5. e 02T GG5 CONSTRUCT MANHOLE I EA Gm Q CONSTRUCT IMP INLET PER OE7414 2 EA 10. "ASPIIALTIC EMULSION (FOG SGAL)'SHALL BE APPLIED NOT LESS THAN FOUR- TEEN DAYS FOLLOWING PLACEMENT OF THE ASPHALT SURFACING AND SHALL BE CdJSTRUCT /O CATCH BASIN Eq APPLIED AT A RATE OF 0.05 GALL011 PER SQUARE YAM. ASPHALT EMULSION NOEA'MAP! FLOW CHART SHALL CONEGAM TO SECTIONS 37, .39, AND 94 OF THE STATE STANDARD SPECS- O CONSTRUCT/IP CATCH CIINC EA IS CANSTRUGT POURED CO CRETE GHRNNEL LINING 14/100 S.F.FICAT IO N6." Q N 11. PRIME COAT ACQUIRER PRIOR TO PAVING ON ALL GRADES IN EXCESS OF 101. CONSMIlOT HEADWALL PER DETAIL EA 12. AN APPROVED SOIL STERILIEER SNAIL BE USED ON ALL SUBGRADE SURFACES 04 CAR LWAIGIRoS CONSTRUCT CONCRETE COLLAR EA PRIOR TO PLACEMENT OF A C PAVING.TNJ 6Y 6%C44P/oIJ PLACE RIP-RAP AT CULVERT OUTLET 26 TONwT. AX>M;BLOCK WA. 6NALL CONSTRUCT DRPP INLET-54`(SEE SHEET T) I EA. c.NFO¢m eN¢!.RIP-RAP-`/4TON 32°THICK CHANNEL LINING 2000 TON N TY STP]NM MASON2Y PALLI GAI-Ill 3I]• Q CONC. CUTOFF WALL I"THICK %2tl'HUSH 6H0 L.F. O b'MrU.C"'eICZ CONC.DROP WALL G`THICK x SU'"I6H 100 L.F. O F/W Io' cA25OGA. GR6MOVE 6Y/5[oVM'6 R/ PVM 2 T409vpt NOTIFICATIONS evGn<P W G.L 6290E k4T[CIPL pa 0-66R A. CONSTRUCTION UNDER RIVERSIDE COUNTY SUBDIVISION AGREEMENT CeUTd VOBS fj:-, P CONTRACTOR SHALL NOTI,FY RIVLR6LOE COUNTY ROAD DEPARTMENT CON- TYP. SECTION ARTERIAL HIGHWAY STAVCT ION SECTION AT RIVERSIDE I0I-2031 OR 782-2032 AT LEAST PALA ROAD4UIIOUR9INADVANCEOF.STARTING CONSTRUCTION. H. CONTRUCTION AFFECTING OTHER UTILITIES Z!=]q AC.v A9/LO',CLL94 5 BABE CONTRACTOR SHALL NOTIFY SOUTHERN CALIFORNIA EOISON CO. AT FERRIS OFFICE: 657-5154, AT LEAST 48'110UR5 PRIOR TO E%CA- BLOCL' WALL DETAIL VA'L R/y/o C. CALLL 1- V'IA 1-800-422-41]] - UNDERGROUND SERVICE ALERT, 98 HOURS, PRIOR 40' TO EXCAVATION. D. CONTRACTOR SHALL CALL SO. CALIF. GAS CO. AT 714-845-2617 I T O Z 48 IIOVPS PRIOR TO EXCAVATING IN VICINITY OF EXISTING 4 9p/ TOB fcAl N SGN PPE SS USE GAS LINES. 5 RAH E. NGTIPY MR. ART SNOOP OF METROPOLITAN WATER DISTRICT'S 4 4 RG 2 3 V OPEN OHS seayses B. Teseexoxe uul 626-42e2, i AwD TYP. SECTION GENERAL LOCALI%TENSION 432, AT LEAST'LWO WORKING DAYS PRIOR TO ANY I} ' 9 MrTN WORK IN THE VICINITY OF METROPOLITAN'S PIPELINE AND H JMA / \ \ CLUBHOUSE OR/VEFEEPROPERTY. N J' 4^ 4/ y IHt4 ` rpu a°p N.T S.TI.SS, GLASS 55"EL.ep03')0.'15' NdfICE TO CONTRACTOR A. RAY M/W THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR c STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE I•TI AVAILABLE RECORDS. TO THE BEST OF OUR HNOWL ID G E, THEM APE NO Z' T' v' E%LET INC UTILITISS EXCEPT THOSE SHOWN ON THESE PLANS. THE CON SITE \\\\ B Toa s[aLTRACTORISILITIESHE TARE ALL PRECAUTIONARY MEASURES TO PRO- rvrrp 3 \\ Jt\ --- 1"/ZR foot G°TTECTTHEUTILITIESEHONONTiIESEPLANSANDANYOTHERLINES00. 5'A 2% P% S= O/6 STRUCTURES NOT SHOWN ON THESE PLANS AND IS RESPONSIBLE FOR THE PROTECTION OF ANO ANY DAMAGE TO THESE LINE$OR STRUCTURES. 1/p L`y j/v. \\ \ i II\ TYP. SECTION SHORT LOCAL k PRO_'t l.—( ()f. TOURNAMENTAE/SILVAUDO LWE Rivemide CO(1111%PoMd Dept. VICINITY MAP IODO!amnn :ilreer se=S.S, Ac..a.z3/0.95 aASs a EASE Y.Q UUA 1))0 RI'/.,Calif.' NOTE/ AMYL EJAMATEO 6UANT/AES AR6 SHOWN FOH RETJRENC6 ONLY. f/NAL B/O al/ANT/T/6J A. AS SVOWN/N CID Doca"`G`fo REVISIONS: APPROVED BY: r COIl3Ultar 9 TRACT NO. 13060-1I\ til X'N"""'°"' 1;zzr Iz mo A.Apt m— NlL COUNTY OF RIVE S e1v1L L\'ewee_RIVERSIDE SN RATE: Rf4a$ G11 nlf Pb 4.NMl)sLfi22] APPROVED BY: ` scALE: BUICM M.w4: STREET IMPRDUE/LIENTS pF Q SHEER A:..e.N INDEX $HEFT FILE No. DATE:,S•9.A/ DATE ++/ao F3 •Po:',W _ W.O. f00.:F.B. J I N FO ro- r F - z - 1- _ •. J i iD u,i._[ -' 1 I om'"I Rao 39 1= V __. ._ 1• -._ 91V- N :)'> hN :-.._-`:N .UyN 6I ..- -N O.I_-_ ._ -- -V [r- .:_ - 1[ _ M¢ - W.: O 3d1I0 _ 0' +0 +D=- 699..-.- _ :r.=.f-I 1. t=. _._ T.'_T'_''- I_ --•.. I f- 1 10.'--_ OD rv qq = f. W •a4o/ 2 '. i sa 9 I:. - r N I-ELI I_ tle diur as S 'N / dl 60R II Iwe..o J PRESS//RE oa,, P/PEL/NES wN46HOURSBslREEXLA.4T/NG x u u a r ny: 1 c4. ul-y LOVOK 10 E io pB w+ aN a 24'HP GAS 9 YI01 a) PAA Mu a0OUM V C L r N49• D.W N T 103U'- p^b I Y `' x C 46DP'4"b 24"W-A 2 /Yc L, \ I V8 N LB"19 Z9 L 3.29' V63.31' La49,11' 10 q4 28.30• V 2 1` L Ce 90.\x'O Q 6C4/. a\ La44.95 29 ow.xAIS17166331' W 20 19 I •I l i--az 63.3-_TY..ui.:.tiay . W ti 9/ •Pod 3 x S o%yl 2( IS O i 11 I 'lll I4 13 i V 9915eA• i xas'// V u 71,f!' p"t 12d9EE1 10 I NII b O ` a. NOTIFICATIONS x \ y 44 Y. NOTE: THE CONTRACTOR SHALL NOTIFY THE FOLLOWING UTILRI¢S CONSTRUCTION NOTESOnuNne.e.Jt gMsgt ° I QQaJj} 11 °° L V / Nj ZNC1E% 4H HOUK6 PRIOR TC STARTING CONRYRUCTION/EXCAVATION: N t 9 1 ANOfMa9Rr\• \ Io-CONSRU H"CU0.D ANO 0.UTTLi PQR RIVLR910G COUNTV Y q V VA ' Q\\ + FY/4R/ / \°o• V RIVERSIDE COVNTY ROgO DEPARTMENT CONBTRUCTION SECTION: STD. MI.201. V y.W RE pS Yla) 7m-zosl Y N F y d1 (xN TIa)T6'1.2032 to--OON$T RUCT S>W CUT KS0T.IM LcP P.CA.TD.. 6 I N EASTERN MUNICIPAL WATER DISTR\CT_ 7I4 925-1676 A a'r' \9(-RCMOVE EK16TING PgVMG. II-CONSTRUCT 64"R.G.P. OR C.LP. 110O O. GENERAL TELEPHONE: I- (800) 422.4133 L10INHAll Ot 5L. 0 4VIOR MPRKERS 711-40NR-S(5).L,y'-'CON9T0.UCT 24"R.C.P.OR C.I.P. 1000D SOUTHERN CgLIFORN1q OAS COMPANY: 714) H45-KI) 12 "PILL qT 20:I 5LopE. V('T3ceN$T0.VCT 49"0.C.p.0F,C.1.P. IOOOD o0.I10op.AS NOTED. CURVE _DATA \ CURVE DATA RANCIio CALIFORNIA WATER DISTRICT: 114) 171-4101 II CONSTRUCT YCMPOM0.Y q.C.PAVLMFNT. p I eury5T0.VLY MAMNOLC i1'2 p SOUTHERN CALIFORNIA EOISON COMPANY; CI14) 457-5154 I-CONSTRUCT.C.M.R Ie1LET TYPE]$P2R H.C.LC O. Ne, R L- T Ne. A R L a T STD. Dw4. N.C.p.1DT,Va9.64' q 91°23'03"' 35.00' 55.8V 35.Bfe' N SG°220]- 225' 22./4 /2.OG' UNDERGROUND SERVICE gLEKT: 1-(800) 422-4133 INSTALL CONCREfG COLLAR pCR RIVERSIDE GOUN°fY e 12•ST'26v 2312.00' 622'.B5' 202.54' [ 4"49'00' 1000.00, 84.11, 42.06,PLOOD CONTROL 9T p, MIIO3. c 5'45'S0" 2312.00' 232.EV 116.39' M I'dl'OS' 1049.00, 30.54 13.42' O •21.29'23" 2339.00' 87TA8' 443.86' N 40'3J'30' 9T,00' 22.69• /1,05' O235o.Od sal.AV 4' t ISIONS .. m° ..... ... .nY ..1' 445.94' 4/'49" 90.68' 95.39'23Z6' r4.s'-3s" n9aac' nrwex -rr5-ar- v_ .82/'4e" Za26' 33952' /]006' ® R..,. /.P.,m r s4•.PCP fa re/gar I G2fS 0',Uf1suitelIYS TRArT NU. 13060-1 D 9=a8 i6P 229&Oo'33>2T' i66:94'-9%/'09" 23YG' 33231' /66.44' © Pere Brick IM /./nFFuu In/ CJ n[•,frertocvLwarleen no 693 IM n4N1a a60-1e='A"''v zau. wve: cnlWe:m mNn.R1a1"xeu.eax CUUN f,! OF RI/ERS'IDE zx9'4-1=16" 22AB,a0' -YF&D3' 4GaF: xu utaaaopJauLJxi ._.-_ r fX.a: .dpea I. Wr3'-so" 1ex52boo' -zfbr' -raH3'FFI-w/ED oL--` - A s>uE.'T•ao hfrval e,urtN: '- STREET IMPROVEM LNI\S OF 8 deers SEE SHEET I PALA ROAD FILE NO. axvoOv+ .. ..•.K., a,. .,..u.... y_J-. .va.. eZF(e`_ W.O. FOM1: 1 191 A R a Mg 2 I aHe b 42 93 45 pa, 4Y M'CG[B R(TU N¢PdtCURBR rURN 9 50 I POI..ltl VG Ogc3 u°::iti.L9zM d SHEET Na 5 r W SILVERAQtlLANE ail u 5 Jl 9B J2 40 S 9af. > n< L rr 'yF FNp a p tw> qG >' ` r _ • CL.U5NlJU5E i 'ORIVF. i.. t. . r I -r .^"+" M° OCD/<ATEO ITRE6T I EE V ORaxnae EAnasxr r 2 J T 6 ; T CONSTRUCT/ON NOTES OONJTRUCT n^ EVRD AND LUrTIR YGR R/11R,09 COUNTY 9)O NO.. $0/ - l m Y! V np' S 8 LONJTRVETn.O'AE BIER I"AO CONn TRUCT CAOii WATER FGa RIV6Ri/B6 C6.'Jr., W. 409 0 y q'y j y FT Q LCNiiRUGTdiRANJRION-OTRU6TURFNO+YAJ-PC.PN/VERL/OFEOUNYY-FkDOD y r "• tBE,2 GOµTRO ANPWbiER-EO.y(ye"faAl0.V-DGPARTMGNT-DE9/6N- MANU4r9TD.%( ^^' ggpp BRAW/N NQ-FG)B3-mR-EIP- fOUIVAkPNT P ° ,Yd e rita -ri -rrerR toroai H r r R C Y.^ G U!9 C'nt• ftEM—}•s) TFi Lg4ARVCI MANHOLE NS2 PER R/VFRSICE COUNTY F(pD0 CONIROC AND WATER r) q T v CmNiGR 5ATl0N DEPARTMENT D%/6N MgN(hIr MFY•]/ OR.JD.NA MN tSS OR LIP FOUIN FF+,T.(.t, h/.ty 5 l r QO +••i <045T4UCT CMP IN"TYPL=PEP. P C GC p.9Tp DWG.N..C.B.IOI V.-1. 91'ti e" n a4^i /VMH LONi TRVET <URD lN<FT EATCN BAJ/N AJ PER RIVERJ/EF COUNTY ROAD y11PRrAI]AINT 9TANDA4 DIR000W / 9O B9R2 CPOB pmR V66]I06 [OYNTY RmgO..,I. SYP"AN N.BI0 p® e re0.VirRVCT t1'FCa OR </P /IP0 0 PAVEMENT LEGEND N 9p/I /%T ['coxrra cT x•¢La Bl uP 1aooD 4.0 P<v[MIxY lMR4avRmlNr].rQ '•p ,T % p. LON>rRULT-tt''FER-OR CIP IOdO- O E9' Y '/ j V onmr.rTw..e rr srAW tvxe u4r veA•z.,NN m Promo x.^.j / % (tQ'ca'rf4F1}(P'i/sin 20.v N•9.Pt• A 1' SFP 6•/l• ./O' 9•YXT.S Trs• Sye cersr.2Bur[CIG(p ALY z>rvsevoF[wr—.aB[o nrocft ATraa.' ristnzw or/ aaAn MANS. CURVE DATA G R IQ f0'00.Od 3l.Od I 3RLY 25. 00•Q 32°MOO• 3000d /G9.21 1691'30 2B•N3Y 32000• 11,92• IOLO° G C( RR....L 3e.-se 71-1 M,. /s39i /v 90 REVISIONS: APPROVED BY: Cyg(}Se iJQ,TvpA,IWlll.9. TRACT NO. 1,9060- 1 R.Wr.d TOP a <r.m G/...o e E. n 8 m2tet d{lr neEq R G Intl a "..IanO COUNTY OFRIVERSIDE51NlDCIVIL'1 INl[0.NO1TClb'89.03•fiG t50pr 9YBG• L0.G0• pATE• IC+III E7IHr1/HI I34 ME __ 1?Od13' =900' +/ BB'®®pp3A8x*8R•°9ML>•-'ot/tntl•" B42+GfSL3 am0ar03'• '3r9TLYl6.o9L/39i9`'' - 4IYB0> B+ A-WiG8rLv''Cvi s'nrvY[xaux1iY1'[e. I L / IO CS4 EMEA R$KH:EBY STREc:ELUTB IIOMFiBPERt OPKUEIVyE ENTS f y Of APPROVED BY' S„*' VYl HE P. B. FILE tiff,DATE'ATE: WO, FOR:P 9n' 12' k a 9 0 ty PA AP gCHX plLN iW 4 7141 WTS; HfAOWNL `E ..fff'Pv o -HEADWALL DETAIL AID PLAN 087-0.D'5. ED AtI., IS z C,ti R CONSrROC71ON "OrEJ, WW oumer AND W e'., 0 NOTE: P%E CONTRACTOR OK4ZL NVrlFr THE FOZZVSIIINS Vr&lrlESl 4aENe1X5 4g HOURS ,,laR TO jFr4,Fr1AW L L6 d wlr""ll"r e7.1 141-.11 REVISIOTO: APPROVED BY: Gwxje Consulterft TRACT NO. 130GO-I COUNTY OF RIVERSIDE DNre:_ a.) PROVED BY: SCALE:A5 SNBWN ERICH MARK: DPAIAIA49E STRUCTURE OFL$SHEETS AND HEADWALL DE7AL, " G,FILE NO. DATE: T,7 9 1 DATE W.O. FOR: F, TEP FI41ER5jEST n I tTS J clailUr F E m - I O. N< A AST S ES O 0 I I W.IZ w Y m z O yT R TO qy EXIS GRP N Q T0: T P oq 1EFM - w 1 E S I as'` jIII I(oaw 14 I El w r _.I H.a. I s T E aor o O ryH T I `g-O. II5 1F II R yy IP —(- (—I _I I I I r Qt-r-4 3A• f`.I 61- -0UC1 I -^}• x, I ryPl I.I -- I I : ... I 1 I I HC.. OVERT N Ir - UI'w+ - I { FE '0._ECF STO e D'IN014 o I I{ a = E a N N N niiEE— Aul = C A N LTICFEY F N E D A l v , PEj f as 1- n lo' RT FS .P_ u 4 ' MD 0 O1Z = I m I K mYV Day 14 jjI-.. Iqq 1 I p 9q I 49 P R QRjV1 P AN I E, zo _ pF.a g I no R/w 2- orazrs• 13 14 I5 Ib 17 I TVP qeeo"Ri,ce 19 20 ZI 90' 9' iwWe•- ii OTf_ 099 'IOtt 110 R/W EXIST • 3 20 201— ] _F I i16 lgi / \va / q 9" FE5 V.Fl 4l - 129A1 E1325 129'1=IE. 1/ 4ROVND C:J J u r F \\\ N A M TE S 1 4D re w•,7Nr R.u. a g i ' l gg,,m cl 6 \ v g ...V D eee i exn s ee \ vv 6:. oer3:l.n 3 SECTION C-C'g993nlniio' R/W w E \\ SECTIONwwGoniQ536,.CJ v v X v. 6 N T 9 0 30• 2 b Y.n ° NOTE DETAIL A-I GROUND s H• IS• v fYIST STR/KTLR6!W/TN/M JEO/O/qN MVP 1ON41YYY nqI CONCRS B b xCI--L--- '`• 13 Y ' JM N ROgp R W ARL TO B6 Y I YI V. w.wnw J n"t ` - yf 11 .. i/ \ R Me Ea Br°races OTN92'Tx cw iY'/ / mil f-Olal's RYSNGi/1n'x1ER5e 4 P 0 z a• x' D lr- +, ' o SECTION B-g" as' DETAIL ei. vw D N T CUTOPP wq x pRED A LOAD C SURVE e] p BAIL y \ w CDNC. HEAD`IJII E I C+\ L it- p. J v$. .. ..".. lnpPO //.^' 1tl. 3eE OeTA\L'O" t' L •a:. d 40.cSECTION'S( k Ile IA H SMIT n CrT DaY\z a,o.' /-. 1 TON RIP'TOM o 2'10 O b IY•.1. IYr:I r•, V,, pf,,1p 1' u' IA I A'• 7 Ylrt!1 1 A 66'LL SDEt6OT 4 IIM:1 .l3' •.a5 1' / 3 pp'r98 B OY.131:v U763Q N6 ro N I ` PW J / , J/ I S 99 CONCRETE I V e•/l;' I 1 J;9 q'H4H.w I 2j N 00d DROP WPLL SEE OP WIL'a' / / o 1•-„ _ E Y °NW all ' y31 z p'bl "!- PT ii`sc ° CI 19 $ 6' 3 w YB• F O zj U/ i31:91`1.90 i.s1`s)"cc TnQY NO a 1 RR 8 / Td ZUW w ; h pF v jy I g \ 2:1 y.. N .... r N l 9H t4O 60 2 F 1¢ pFpS / 6• N q W y F Q (/ N 42Z is$eeJ 4. Zp w W°N mNm' FO OJ 3cz P 1•. d. . BUJ\ a U NOTE:AIL CHANNEL STATIONING 6ASEO ONB6yifmWOP:IEDEDIAN 3M1TH RDAD 0. OF PROPOSED m c Fl+lz wrc• °R of RUIN °1'I 3v7 mY uP': A c\F FUTURECHANN£L yy Nw pp QP[ J1Bj2U:P Nsm aR (Z. dw Eim S°QR 7w...... 3 4`PoUR@O CANC. f N Al m F:3 y 4 mppS Y O Q LQ pF W K,D ,R U of ppn d W i 912i 3n I- E(O CNPNNEL SIDE r AIIAL wwve OPTP Um NVh W0 Sri R6p p°h JmN Hp-ige5.31'/, x qiY aeN[2 Va n It i130O m WN p n d L xVI.O C cc3 CHANNEL INVERT sigpl'ILoao g j96 y^ I ym •- V .OZ F'M 12`pOYRED GANG. AND WPLI$ 1'• 'ire peT in l9 e M P O S• 1Y PIPE H DVIPLL 12"R 010' R•196Dq' O•Sf 53 e T WIDEE%IJ'LONG GENT 71U9 x' 7.:2T(a4.00 qH w•4 BP0.Xo0.12{Ve((T.BENT r- 1' .._.., n 0 N?E AROUNDP Y S a y IeE/I51)1L: APPROVED OV: ae L1a_ x+sxvvr m 12".e Consuftants r any r 110. 13060-I y J Er a voune em.omS r o EvaQ 9 led e1, f G 9 cs l.ae/L lml. 9JI VNf( )F 21/EItSIOiN0,g•- m ulo new xa xm en. f,C f 1 \ N rn DtYE. z 1z al uIm ema plavw avvx 7 STREET IMPROVE NT 1LE f \AVPhO`/EU P!: S Jd'LH nb a. OF 8 1JEDEDIAHMMRHROADi"cw.u.x J G'fN/!flG w' 1 SEES T I IN ER I CHANNEL E NO. s DETAIL C DETAIL B OAfE ra o o`wunl a P PE rleAow fANCRETC DR P WALL N.T.S Ty'-- IIAIE 2 12 81 SHEET FILE e.-... ay' m .. .v.v..-.n.,uux.. wv s....x.•...mi.0 c.crrgxun..wv..rrxnwvuoa.ram+ u:,uese:•.YuyEe rsu n EXCERPT B: PLANS FOR THE STREET WIDENING OF CITY OF TEMECULA l/ PROJECT NO. PW 99-11 PECHANGA PARKWAY-PHASE II GENERAL NOTES (COUNTY OF RIVERSIDE); 1.n SURE BE ME pESPoxpeAlq OF ME COMPACTOR TO APPLY ME RNFAsmE MUMrP'0)ECu,U A PAR"W ANDIT BE REAL OW ICLE FM.OR PWJR SPOREµ MP AN fMRGCXNFNI PAN RO ALL WAAx CITY 0 F TEMECULAPGFERNEDMUMCOUNTYNOWRwxr-OF-WAY.°FErw1EE ARM ACCEPTED roe PUBUC USE: W to AE DOING E!ER SARSFACTORY CENPWNfF TOES NLMIS EA MDNFMN PROJECTAfIOHMMDOUNNEMEUROrREQUATUC110NACIMRaNflMISPflNFEI.MDWOWL UP Cs CONTACTED PMMrs WY BE ALONE D. M LOCATION I.THE[DNFRrt'; WLLB`pRNHN FROMSES)IRA DEPARTMENT OF PUBLIC WORKS y`1 FOBLIGIq'<IW W[oYYlfA1 IFAR BNOASRRPppPTOERNMxlNMUFONIIceox°r YW 4+" RUCTO COST/Bs5-m90 MR PRESSES GSfs(CU..P.P.OR YOUMNART G N Mo MCA V'- WL.0 TOM[ PLANS FOR THE STREET WIDENING OFSODEMpEVMBMNIITYLMM10MfLLOMINC:SVGA WATER.EUORW RASE STORM pyl IGNG4 F0 s E.{t Yy..c O, PEC 4.RLVJL BE ME pfSPoNpBIm OF MC UMMCIER TO INSWL Mo WITHIN NL ITC OF_ EMF CU LA 1 ,-ROeTG1+T N0. PW_ WI/^J9-11A F ///// 2PROULENS SHELF S. RFW ORYMEJ CUIDENTATNµE WNW NE si[NS MIN THE E EWCrTAM HAD µ°RB P EC HAN GA PARKWAY I P a 5 U NDINGS N PAOME WE PJSW.E FOR ME IMHUNO PUBUC AND WOMEN$UNTA ME AVFNIOA OE PAWN ONN fIWL OUY ON µo ACCEPTANCE OF ME PAWECT IF ME MUM 5,ALL STREET SE CI µE IFNPINESTREET STORMLL SOIL 161E WAY BE TAMCO MFA ]DAMNO.HOc 10 GRAMME OL WL!NCO ERED. AEpNRfNFMA USE COUNTY SIµpIAO OIRUPASASTANTAREMSMoFAC FEDERAL PROJECT NO. PL HL - 5459(014) VICINITYAMMAP 0.DARTSTAPES,NS PAMIPM VA9XWEY µ0 TWATER,W9XFA5 PER WIRANS IMAMWN4L,tNIWAD PLANS ACID SPIXWGIMNY.UIEsf fwlpN. IOXXSNP°IXUM.R41[2 a MLa 5[Elpxs Ia}0, 39 PORM¢R J_Y mxc AMx M[IJIIIE miau MALM tEMEGM PgR L ,4r-r(ROSOTVE W 9) TO PECHANGA _R.OA D EROSION AND SEDIMENT CONTROL NOTES EROSION AND SEDIMENT CONTROL NOTES COO INDEX OF DRAWINGS GENERAL NOTES (CITY OF TEMECULA): GENERAL NOTES (CITY OF TEMECULA) CONT.: sNASwBE MER I nL$EEEDDR CITY OF TEMECULAI: CITY OF TEMECULA) COACT.:x I STREET IWPRMUM PLANS TRUE SHEET k GENERALNOTES1. NL WORK SNNL fgl ORWW f0 CITY OF 1 ON PI D OVE ER l se,MNO 17. NL TIDING SW1L CONFORM N ME UNIFORM WINING CODE.CHAPTER] 0, 1, WORM OX THIS PLAN Is MR MOSIW PRE42MI0"µo SMAWar CONTROL TITS. IXRC 2 STREET IMPftOVEMFM PUNS RENTS OF WORK,LEGEND,kABBflFMRONS00.1WWEY fOfl pUB11L WORN$CON$MWTON PIED OCNAEfl 199A,µp AS µENpN B!ANYONE COUm ORDINME E 01 µ0 an OADIWMfS 13. BUT µO DEBRIS SHALL BE RUM FROM CHfIX(I CHMONS,SET RNCa.ME SAMEµ T SPCGRGMNS FOR FLOW HOW WNSTRUMON MRD IMACI ME'COMMENT µO SXONG BE MPUEO ACCOMON°10 MF 511E-SPEGFIC paILIWC&SINS.SIflFfTS,CORE µO OFF-WE ROW ONES,OOYM ERbIFNT dW W4E % 3 $TREES IMPftpVEMfM PLANS INOIXSHEETIB. NO OBSIN HON Ef RWO PLANS OR MUM WHIM CWASES SAM.°E CONOIMNS FOR EACH POMOVN PANFCT. IMF gSCGSEFA IS AaPW51B{E fORMETHAT(EflFaBO01D,µD SUBSEQUENT µa0NF1lI5. pEµI1RD, ARMAGH µO ANNOUNCE W A COMMON OF DOWN µ°SEDIMENT CONTROLS BY LNIEIS MEMO W A DISCHARGE!ROM ME ME.µo NOT pANAIF µ0 PUBUC STORY 4 $IflfEf IMPROVEMENT'M TYPIGLSECTARYPAM[AWIT SI US PROP TO µ0 MR EACH SHAM p .. FOR REMARK A 5 STREET IMPROVFMFN(pMKS WPMSECTIONS2. ME fcNROMOR SNAL M R WELL MAP/LO VION5 AN UNDERGROUND 19. NL GWBpL IfIFNWNC WMPNtt IGIE),WUMWJ CWIOANA FOW9N(SCE). OCTEBM ISf EI GIN YL49 fcfl ALL MPUUHIE SML-OISNABWL MMRFS ICIfNBNC, pENlOpY0115,BUT FFNCF 6W1L BE WYWIFO NAME WIfPoOfl SIAfpS µp[cMOMfO 8 STREET IMPftOhMFN/'PT/.NS FROM$T0.1216269 i0 Sf0.P2100 SOME AERr At I-AE?a2-4113 At TAM TWO(2)WOWNO PAYS FROM bBIF 1V,.WO I %RE (YF)IACMIa MILL AE U. OR GAMINE,EOROMMO)N0 ON JLL EXPOSED SLOPES THROUGHOUT ME ME SITE ME AN CRAWL-ME OR 9Lt-FDCE-UH HS WAR ME SI°EWNN AIGM-cf-WAY,WNRf STREET WPROVEMFNT PLANS FROM SIA TRICK)To EMU31150NM'/pGVAIIUN. MOWNO S,MC RRPECIM MITRES µ°/ER Mpg MOIMfO MINIMUM, NSCHARMER IS NSD ACTBIE FM ART,MEMORIES FRO.IMCMYMCIOAS WIMAUS1E 8 STREET IMPfl04EMFNI PLANS iflON SfA JI.$5O 10 SIA 40150 I NO FALL SHALL BE FACE)ON WSMG MOUND ANAL ME MOUND HIS OWN o SHALL BE MORGAN BY ME COW OA, 2, SUM WATER NOW SHOULD BE HLINED WAR 10 NMHARGM 10 A ODAY WAIN 9 STRER WPflOVEMENT PASS FROM-,1 4 I$ 10 SI0.194E011. 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MINIM M lover WNRH111W: ONUS. 13 TAM MPROVEMENT PUNS FROM'$IA]#00 TO ETA AMI W 5. ALL OWING NAME COURSES AN THE PRMEM SALE WHO MAAGE M VAVFS/B°Aa,a µO RMa WMIN µo AMIN TO THE MCM-01-WAY IS STORM WAIN RUNOW SHALL NM BE MERGER WM NN SLOPEPOWER 14 STREET IMPRMEMENT PUNS NOTE SVX fi IN t0 ark911WFUM",apEf llY HARING STORM[cxgll°NS. NO OBSMUCMN OF ROW NOW OMMMLSE NOTED ON%µ. ROONAOLf PERSON) (COYPAM) CH-HOUR PHOTO NOUN) O E W"S IHSINIED. WORRY EROSION µ0 SM OUT COMMgS µE AF°VWFD cN 15' STREET IMPA..PUNS ifl0 $IA'BH00 TO s10.1OJ100 IN MERINO CURB µo FROM STALL BE PMNRIM. PF01[CINE HFISUAF9 22. NL W41N PARTED N9RIf SW1L BE PUNNED IN NSOAMYCF%IRO ME NL aP05F0 SLMa UNRL SUf11CIFM PFAWI FM LWPSMpIXC Hb&N RIIBUSNF. 10 SiflFEi IMPROVFMNi PUNS ICON SfA 10J100 10 SO,I I21D0 O 1MPoPAP!pWIW.E P.WrI5WN5 MUST BE USER 10 PROTECT AAgWING pNg10 WIFOANq WAIM OISIAIM SIANMSpS µ0 SPfpHGRONS. 1. 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NG.J1J4aG).___ s cell:TOLD As Pflee NOTICE AGREE CONTRACTOR: OOUMCY of 2iTEPAR A,,, L_-5-F oeAL:-TUTS TRANSPORTATION DEPARTMENT 9. ALL vE(ART SCR No UENWsW1BEMTTALaGvMsfLlwxwa2-ecO tgnPAnDR ACRFa nur HE SM.AuuMEsELE AND MUPLMN ABPavSlAlm M o H NOTE•BASIS OF REARING:ai ME GLTPANs OANnµo MFGRGDMs FOR AB E COMWMS WRING MF F ME OF CMSIWMWH Of 3 APPROVED BAR: a µPROWL BY ME MUVUPCNADON Me"ERRS FOR M5 PLAN µMI RUM)ON ME UNE I0, ML MOUND OM M µo MUDSSOUL.BE NUDE CGIM IN NOT WAS TY/-2800 PROJECT,INCLUDING WFG OF NL PERMW µ 0 FMPMR:CHAT MG CML$IflUCfURAL ENGINEERS REWRR DULL APPLY COMMOUSLY µO MI BE OHM N NORMAL q AAA W ygy, DEPARTMENT IS fOfl NE AREA BEIMFN FAUMY'MMX I'µ0 VRE WMFXS? INSINUMN. R!NO NOAf DWl II MI5 fAOY MENWlDIEOfMUNICNMCONSULTANa/PIpNNNS 9 WORM UUAS Mo THAT ME fGDMCNR SHALL DO W,,HMI µO HOW 0 W ry,e/w AMIN COUNTY ROµ MGNL-Of-WAY (PMAMNS PM HAMM COOPER COW,GASH RIPSOID.SURVEYORS/RAPS ME GAY,COMM µO MUCAM NVMOM ROW µY AM) ALL WBIm.REAL L` .°iM P Al. H• A ONLY. RL INPERON SMMCES NOTE RUM 1995.5)K SHOWN ON ME MAP FLED IN BWK It. ALL PROW UGERM, UMR IWQ CAEOPPERS,µ0 µACAS WHALL 0t S TB9 AORRNG OATS BEPORB YOU 010 OR ALARM W COMMON WITH ME PERNp E OF WPM M Me PROJECT, R.0 aa5o, wveT S1Mll BE PERFORMED BY THE CITY Ml.IMES 50 DH.65 Cf RIM OF SUMEYS A ME MUYPUSM UNLESS OMM, YEf ANNOYING Of UP DM Mt OF aLR!MR LL101m µI51U AN ME SOtE HFEMNCE OF ME ME COVm f/G e/[AUI' 0f INECUU OFFICE OI ME MUm RIXOANWQf FNRpOE MUm,AURA MAA2 151 SauN Crc2 SVart•HamAI Co 923N M ME RGNFEA AeDOmmevdOd BY• IOeFe: CWfEAW1,BRC XM55'OIW.FEL( 951I R2 aN A.I951S 164-B9a E-WL Lbuzad'beoza4.wm CONURUMON RECORD DATE BY REMION8 ACOO DATE BENCH SARI( 3CN8 9LAL FPrna,gw DEDCNED BY OMWN BY CHECIRD BY fleMamvlavdedDy: Dele: U, ECG CITY OF TEMECULA 9 V"THE AT IAWEFµ&YIWeR ORAANER OFPUBUC WORKS CONTR1CfOR Rf+r^amR m'1Nrt EmaxAfMlc aao-a-el Ncrlicv}el FATWa P(r eRAtl Dvx p MM ERIOM¢An®s TBeee Plme MenPropvedUvdeeTh.SV erWiOv EI: 1 e-eI 0.a M¢r¢M¢m AS SHOWN R`p PROJECT No. PR 99- 11 1 at MNa M 96M.°F WE, A YN IXvA xxc Iles n At n A WSPECIOfl II.Etd W ay "A THEE&nW R WE.p NI-OB y M•ry7 oT eMW:MO or e'MaFArRd raa,i H verllceJ D.L.DetW. ., Aenptea n 9%P ST STECH IMPROVEMENT PLANKGF 9Y SAM OF FFm¢pR Fv2t&HA'SOF GCIrt v9aBTEVDNNAYD89111C%,P.B. W MIDATE CDN ICED IYIIPIIB36EEIm'/'.rTPECHANGA PARKWAY 04R a- Io-a v¢:Anal N/A uA a n RC.R Nv,a900 CMPiroa:O-DI-9B R.C.S.No. 08819 Eap4ee: e E - 99 oil a Elm am MIN WIN a MINI IN 9 a ME MINIMUM mill ME MEN. , a__ _,gi .a a a-_d.__ _"___m®a 10M ON a ao9low 990990 r 0 a dam 91 a I IN ONMINI 3 aaMINaa a_a 9 a MIENS ago mom ao 99 Emma 0 IN 99 IN MINE aMINb99 5 ®MINI 0 NMI 9 Rim gun go ME 99 sill am oN m Ug I no ON IN 0 JOB BE h f 0 1'qT r 1 i [ I'. :ri-: i .ii p cTy i! 'rJ// i i- -- Vw MEN NOR m- g l 44C 1 1 • 1 P3T egg EFPMMEMMM CITY OF TEMECULA_ DEP EVT OF FUSUC MRmum q eP„ i+... t o: 1 EXCERPT C: STREET AND BRIDGE IMPROVEMENT PLANS FOR PALA ROAD, Jl PROJECT PW 97-15 1 R'W E R^" CITY OF TEMECULA, CALIFORNIA STREET AND BRIDGE IMPROVEMENT PLANS Is Is 4.,. Ix IE' , PALA ROAD CONSTRUCTION NOTES iLDT 13 2 loaf T.I a I CONSTRUCT A.C.PAWUE14 (THICKNESS p5 AHOIVN INJ SECTION HEREON) PROJECT PW 97-15 ONSRAL A.B.CLASS IT(THICKNESS AS SHOWN ON SETTLE HEREON) J CONSTRUCT 1YPE"A "6 CU90 PER CITY SIT.N0.200 3 4 CONSTRUCT TYPE'A-B"CURB PER CITY SID,NO.201 6 MP E " Rao 2 M 2 " 6 e IN RIVERSIDE COUNTY,IN TEMECULA 5 CONSTRUCT 6'TO B'CURB TRAN9TON MGCAN cure^ ON PALA ROAD,FROM SLATE ROUTE 79 SOUTH 6 CONSTRUCT SIDEWALK PER Or SID.NOS.400&40) ELEVATION SHOWN ON PROFILES TO 0.37 MILES SOUTHEASTERLY ON PALA ROAD)® TYPE AS SHOWN ON PLANS CONSTRUCT ACCESS RAMP PER CITY SIR NO.NOTE94A`6 0.50 A.C.10.67'A.B. CL IT EI B CONSTRUCT ACCESS RAMP PER CALTRANS STD.AB8 T.I.10.0. PRELIMINARY"R'VALUE a 49 5 K 9 CONSTRUCT CONCRETE APPROACH PER cry SID.N0.207 PALA ROAD(LOOKING SOUTH)1 wSIALL MONUMENr PER CITY STD.No.]0) S . 13+]].60 i0 SPA.2]+29.11 Ij TOWR2W 11 INSTALL(RELOCATE)STREET NAME SIGN PER CITY SIDS.403,404&40(FROM SALVAGED SIGN) WAGES TROTH 4J'TO JB'-FROM STA.240692 TO STA.27+29.71(RIGHT) t A to I RANCE EXIST,A.C.PAWMENt C&C AND SIDEWALK VARIES FROM IV TO STA.24H8.92 i0 STA.21+29.7I(RIGHT) a a 1 CO STRUCT 1I-THICK. MIN. A.C.OWRLAYuFROMSTA. IJhQ.60 i0 STA. 1]#76.9] R TEA V m 14 CONSTRUCT RETAINING WALL PER CALTRANS STD.BJJ PINYBWR3Y/ 1 CONSTRUCT RETAINING WALL FOOTING PER CALTRANS SID.BJ-] E F/W a 1 INSTALL ARTERIAL HIGHWAY UGNTNC PER ON SM.NO.ROD&BOI(22,000 LUMEN-LOW PRESSURE SODIUM TYPE) 40' A n ' __ __ 1 CONSTRUCT METAL BEAM GUARD RAIL TRIM TYPE IM FLARE PER CALTRANS SID.AAA&A]]0 12' 86' O' I REMOVE&DO GLAS EXIST,CITY OF TEMECULA SIGNJ9' i B L B OfM PROTECT SITE I REMOVE&RELOCATE EASE.CHAIN LINK PENCE1sY6' lr II'0 yyLLO I 7BWR34/ I YBWR2W E REMOVE EYISI. W000 FENCE 121791,3 LaxE 5 b 2 REMOVE&DISPOSE EXIST A.C.PAVEMENT&DIKE 1 n. PVMxr cu0 vwlE fnI"mvRwx REMOVE EXIST.CURB&CUIIEF r, M ---- T B S,R 2 W.SECTION 18&19(PROTECTED)REMOTE EXIST.90EWAW&RAMP 10-p o O.i[m.Miv' I REMOVE CASE BRIDGE&GUARD RAILS 6 R 1 y 7_T.90EWwt VICINITY MAP f REMOVE&SALVAGE EXIST STREET NAME SICK n r0 BE R[nloueox 1 L -Ex'ST.e". NOT TO SCALE d REMOVE&SALVAGE EXIST TRAINING SIGNS16ILL60ARDS IXIS[A.0 P.11 o I ELEVATION SHOWN ON PROFILES J• REMOVE&OPPOSE CASE OFONEANRS&OBJECT MARKERS TYPE AS SIDWN BE PLANS PROTECT IN PLACE EXIST.STORM DRAIN 0.50'A.L./0.61'A.B. LL.11 GENERAL NOTES: ENGiNEERIS NOTE. ADiA15r RI GRADE EXIST,STORM 0.9AIN MANHOLE Th-10.0: PRELIMINARY'R'VALUE-49 REMOVE T DISPOSE EXIST,DRAINAGE INLETPALAROAD(LOOKING SOUTH) L ALL WORK SHALL CONFORM TO THE REQUIREMESTANDARDS N OF E L CITY OF TEMECULA PUBLIC CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY PROTECT el PLACE EXIST WAIERUME&APPURTENANCESTROTHSDEPARTMENTIMPROVEMENTSTANDARDSANDTHELATESTEDITIONOFSTANDARD FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT.STA.T2#2911 TO STA.JH96.65 SPECIFICATIONS DATED NOVEMBER 1991,AND SUBSEQUENT AMENDMENTS INCLUDING SAFETY OF ALL PERSONS AND PROPERTY,' THAT THIS REQUIREMENT SHALL J PROTECT IN PLACE EXIST RECLAIMED WAIEFUNE&APPURTENANCES 2. IT SHALL BE THE RESPONSIBILITY OF TIE CONTRACTOR TO NOTIFY TIE ENGINEER. TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS AND THAT ME REPLACE&MAINRN EXIST LANDSCAPING IRRIGATION SYSTEM&APPURTENANCES INSTALL STREET CENTERLINE MONUMENTS AS REQUIRED BY ME CITY OF TEMECULA CONTRACrOR SHALL DEFEND.INDEMNIFY AND HOLD THE CITY AND ENGINEER HARMLESS PROTECT IN PLACE EXIST,SE'FFRR/W R/V! STANDARDS. FROM ANY AND ALL LIASIUFY, REAL OR ALLEGED IN CONNECTOR WITH THE PERFORMANCE g. OF WORK ON THIS PROJECT EXCEPT FOR LIABILITY ARISING FROM ME SOLE NEGLIGENCE A PROTECT IN PLACE EXIST SEWER MANHOLE J. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO APPLY TO ME J ADJUST TO GRADE EXIST.SEWER MANHOLEOFiHE'OWNER OR THE ENGINEER. r-5' e'-•ARE'x' If 10'- 6'CITY OF TEMECULA CITYENGINEERINGMAINTAINEDDEPARTMENT FOR AN ENCROACHMENTW PERMIT FOR ALLWORKONEXISTINGCITYMAINTAINEDROADSANDFORUTILITYWORKWITHINOFFERSOF ON THESE AND LOCATOR OF ANY UNDERGROUNDDILIGENTSEA UTILITIES OR STRUCTURES SHOWN PROTECT IN PLACE A,ADJUST TO GRADE EXIST,STREET UCHi DEDICATION FOR PUBLIC USE, ON THESE PLANS ARE OBTAINED BY A DILIGENT SEARCH OF ALL AVAILABLE RECORDS. PROTECT IN PACE EXIST.POWER PINE 4. ALL UNDERGROUND FACILITIES TRIM LATERALS SHALL BE IN PLACE PRIOR TO PAVING ME ME CONTRACTOR R AND AN O TAKE ALL PRECAUTIONARY MEASURES TO PROTECT PROTECT IN PLACE FXISF.ELECTRICAL LINE&APPURTENANCESSTREETSECTIONINCLUDING, BUT NOT LIMITED TO ME FOLLOWING: SEWER, WATER. ON UTILITIES SHOWN AND ANY OTHER LINES OFPROTECTION SHOWN OR NOT SHOWNvuMdONTHESEPLANS.AND IS RESPONSIBLE FOR ME PROTECTION OR AND ANY DAMAGE TO 9 PROTECT IN PUCE EXIST, TELEPHONE LINE&APPURTENANCES1CdCELECTRIC, CAS.DRAINAGE. 4 2x 4 IN xx- 4 xX THESE LINES OR STRUCTURES. 4 PROTECT IN PLACE EXISTING GAS LINE&APPURTENANCES 5. CURB DING TO AND DRIVEWAYNO.APPROACHES WILL BE INSTALLED AND CONSTRUCTEDSACCORDINGTOCITYSTANDARDN0. 207 A5 DIRECTED IN THE FIELD. ME PRIVATE ENGINEER SIGNING THESE PLANS H WORK HEREON.FOR ASSURING ME 4 PROTECT IN PULE EXIST CA/V LINE&APPURTENANCES 2 DISCREPANCIESOFDESIGN AND ACCEPTABILITY OF THE WORK HEREON. IN RU EVENT OF 4 RECONSTRUCT EXIST.STORM DRAIN MANHOLE i0 GRACE SUE WALL 6. ANPLACEMENT SOILS STERILIZE SHALL BE USED ON ALL SUBGRAOE SURFACES PRIOR i0 06VATE ENGINEERARISING AFTER CITY APPROVAL OR DURING ACCEPTABLE SC MEMv" SFE SHE N0.6 PLACEMENT OF A.C. PAVING. PRIVATE ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING AN ACCEPTABLE SOLUTION 4 RECONSTRUCT EXIST SERER MANHOLE Rl(FADE ELEVATION SHOWN ON A.B. CL.11 T ALL STREET SECTIONS ARE TENTATIVE.ADDITIONAL SOIL TESTS SHALL BE TAKEN AFTER AND REVISING THE PLANS FOR APPROVAL BY THE CITY, REMOTE&SALVAGE EXIST. TRAFFIC SIGNAL&APPURTENANCES AND DEUVER TO CITY YARD0.26 A.O.INA10.]]' .AL.E OUCH GRADING TO DETERMINE ME EXACT STREET SECTION REQUIREMENT& USE STANDARD 4 CONSTRUCT 6'MODIFIED TYPE'O'CURB PER pIY SM.NO.1W(SEE OEtAIL ON SHEET NO.J)T.L AI PRELIMINARY"R"VALUE= 40 NO. 401 IF EXPANSIVE SOILS ARE ENCOUNTERED. RAINBOW CANYON ROAD f INDIMOALLY LEFT BUNK 8. APPROVAL OF THESE PLANS BY ME CITY OR ITS AGENTS DOES NOT RELIEVE ME 9 INTENTIONALLY LEFT BLANKSTA9+99.09 TO STA. 11h05.00 APPLICANT AND HIS ENGINEER FROM ME RESPONSIBILITY FOR THE CORRECTION OF ERRORS' 9 INTENTIONALLY LEFT BUNKOROMISSIONSDISCOVEREDDURINGCONSTRUCTION. UPON REQUEST, THE APPROPRIATE PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE ON ENGINEER FOR REVIEW AND 09 INSTALL RIPARIAN HABRAr FENCING(SEE SHEET 1 FOR LOCATION)APPROVAL. R/W R/W SS INSTALL REINraom CONCRETE PIPE PER RLFC&KID SPECIRCAnONS(SIZES AS SHORN ON PROFILE) 9. THREE SPECIAL INSPECTIONS ARE REQUIRED BY ME DEPARTMENT OF PUBLIC WORKS, ONE CONSTRUCT LATCH BASIN NO. I TRIM LOCAL DEPRESSION N0.2 CASE'B'PER RLFC&RICO So.DWG.CB HBO&L010112' 18' 18' 2'- INSPECTION AT SUBGRAOE COMPLETION, AT BASE GRADE COMPLENON AND DURING PLACEMENT OF ASPHALT. CONSTRUCT CATCH BASIN N0. 1 ARM LOCAL DEPRESSON N0.1 CASE'C'PER RCFC&WP.O STD.on.CB 100&LD 201 10. A COMPACTION REPORT BY A SOILS ENGINEER SHALL CERTIFY 95 PERCENT COMPACTION CONSTRUCT CONCRET DROP INLET PER RLFC&WC)SID.BWG CB HO OF BASE PRIOR TO CALL FOR SECOND INSPECTION AND A PLACEMENT OF ASPHALT PAVING. I. //BUILTepT CHANGES"C CONSTRUCT TYPE X INLET PER R6FC&Ko sm.OAS.CB NOB AA III COMPACTION TEST OBSERVATION OF BELGRADE OR BASE ROCK CRATE SHALL BE NO AS BU LT AeHANGES"CONSTRUCT JUNCTION STRUCTURE NO.4 PER RLFC&ROD SID,OW 4229 x Ix Eaa J i a w cAc COORDINATED BY PIE CONTRACTOR ARM ME SOILS ENGINEER AND THE PROJECT INSPECTOR, CONSTRUCT MANHOE N0.2 PER RCfC&WCD Si0 OWC.MH1522xNGaxALLGRADEINSPECTIONSWILLBEINCONJUNCTIONWTHORPRECEDEDBYCOMPACTION RAN i0 EXIST,STORM DRAIN W A a 2 12. ACTUAL "R'VALUE AND TRAFFIC INDEX WILL BE PROVIDED BY THE SOILS ENGINEER BEFORE AS F3 U I LT CONSTRUCT NNCTKM STRUCTURE N0.6 PER ROC&RED SID.OWG J52Ji 14 ACTUAL CONSTRUCTION, CONSTRUCT TYPE'A'PRECAST CONCRETE FLARED ENO SECTION PER CALTRANS SM.0940 ELEVATION SHOWN CN PROFILESE. ME CONTRACTOR MU.INSTALL STREET NAME SIGNS CONFORMING TJI CITY STANDARD NOS. 6 CONSTRUCT MANHOLE NO.. I PER TOPIC&ROD SM.on..MH251 CORRECTIONS ay GYOnI}E COOS0.25'A.C./0.60'A.B.CL 11 403. 404&405. TUC}IOYI GC 6 INSTALL 1 i0N FIPFAP T.L-6.0: PRELIMINARY"R'VALUE- 40 14. ME CONTRACTOR SHALL BE RESPONSIBLE FOR ME CLEARING OF ME PROPOSED WORK CONTFIACT NO. 6 No.2 GRAVEL BLARNEY CUPENO LANE AREA, AND RELOCATION COST OF ALL EXISTING UTILITIES PERMITTEE MUST INFORM ME 6 DRAFT]BOX FILTER FABRIC OR EQUIVALENT STA. SIENA?i0 STA.21+57.52 CITY OF CONSTRUCTION SCHEDULE AT LEAST 46 HOURS PRIOR TO BEGINNING OF 6 GROUT TOP 1VARIESIBM'TO 18'-FROM STA. 19+24.95 TO STA 20#84.14(LEFT)CONSTRUCTION.DATE 12 IS 00 T4 STONE DIAMETER VARIES 16.79'TO 16'-FROM STA. 19+0.82 10 SM.20#6174(LEFT) PHONE: (909)694-6411 6 CONSTRUCT CONCFEIE SILL PER DETAIL SHT. I6 TYPICAL SECTIONS NOT TO SCALE Underground Service Alerf I\ BASIS OF BEARINGS' cmc TOLL FREE a FOR GRADING NOTES 800 ME BEARING SHOW HEREON ARE BASED ON ME CALIFORNIA ZONE 6 Co0RONATE SYSTEM PAVING NOTES IS ;1-:; NORM AMERICAN DATUM OF 1983)AND WERE DMIVEO FROM OBSERVATION BETWEEN SEE SHEET NO.2 YE7-ZBOO IT COUNTY SURVEY CONTROL STATIONS "ROSA'AND 'MHOT', THE BEARING nN][XrEXJmss . M. BETWEEN SAID STATIONS BEING N JB°2]'J1"E FEDERAL PROJECT NO. BRCS-5459(®03)TWO WORKING DAYS BEFORE YOU DIG ¢I.CO)nJ4eve-v000v'eo CONSTRUCTION RECORD DAREI BY I REVISIONS DATE A CC`DI BENCH MARK I SEAL: Deal9u-By Drawn By Checked By Drawing N. xI_I. vlw vnwwn Er LILVAB0.N:113aS98 SBC SBC ROS afcoMMENDEO Br. DAM: CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS emlrmly STAMME COUNF/OE S DIVA I: /-A-61STAMPED& ] U SLIM NN INN RGH 2 epy"N M * vrtpwN Un4,r Su ggry/// 19 FOFR NPAGrS SO CFNUi M N1 Am, ,,NIA M s I—, rRC.E. ACCEPTED BY:-;IA, . sWA DATE: 11-5.96 PROJECT PW 97-15 1CARCS1ABR[RW Of ROAD,V PRY L/-1 Oale: 11-Y-98 EMK [FP.f0.9 tlM1EH 1XEERInap,.er SIRRTS IN IOF PRIG 4F E NO [O NW/.9,4' E AF of U.MPEIE Na 162H2Ef v=wa r x.a inum a RuaEx a[. G • a STREET IMPROVEMENT PLANS aal.cammn.e aM FLEE OF LULRVARO BRo.SEr FlefR- nxl OFFMAXIMUM PO5t ONE fEOi NORM N/A ME I No. 26457 Expires GJ-01-00 RGG xc Jeen pvwa 00-]0-00 IYf:" PALA ROAD Sh.st I of 42 r W 4IXIUUENT i O TITLFArSHEET SOY DEV. INC. 51-IAFCO INDU37RIE5 INe. I CHARGES . MILLER p / e 0 Da`p y2` GJ 9 fy2G APN 950-110-032 APN 950-110-018 APN 950-ILO-019 ePyyp49 Cry O a96'MO/y0l 10q 44y 1 JW]4J4 C.L.PALA ROAD O'y O 50+OG.00 C.L. CLUB-HOUSE ORIKTEMPORARYCONSTRUCTION AYi- PR jE p/04'yypN' Q p hb'V y vy?.Jf _. L.'-O EXIST. B' 5 ICElPTeP Q epy, vehTp 3J+6].B9 .C. CSY vvR'\QPV " / EEAiE O NO tN r elaL 4\ za. SSsoB' gNEET y^ / flOP. 11 G z I S NO.3I p ] pROpOSED)- o9G - e'> Ron B£clry f G B, 01Oa 1 crs 1 Ipy1/*siyA. eRIDGErpFa C.L.B%84+ lB`RCP 29SEELlN£ 4 PyL O I. EASEMENT _ f EET NO. 3 I / OEERI RWD[aE[u[xT O 0100=2'1 CGs I% Fps' AN061gp 581 1 ER av siej°0° SB1 01o>Iz % IST GL. - I ON 5AEC. B A#n a I INDEX TO PROJECT PLANS SHEET Na DESCRIPTION CB.` 0100=1.5 CFS E%IST.R/W' gOAD (EXlS'f•) ae off.•-yi-'`? 1 B mwT o s pALA Fs d ROADWAY IMPROVEMENT PLANS DIDm uFs Ewsv J4 o •"2 I THE SHEET INLET- E%IST.fl/W 010ep.O sr.sY \ O/ \\ o\ 2 - INDEX MAP&NOTES 0100-8.9 CFS LIN E"F 6\ +'j 3 STREET PLAN tr PROFILE(PALA ROAD-STA. IT+6269 TO$TA. IFI50.00) I I 010-5.5 CFS C 1 RSNEET NC' 13 N ` 4 STREET PLAN k PR02E(PALA ROAD-STA. I]+5000 i0 SiA.25+30.00) S 5 STREET PLAN&PFORIE(PALA ROAD-Sin.25+SO.00 TO STA.J2+92.J]) 1 1 i I B OA n Y SEE ryP cr O \MB.0\ 6 STREET PLAN&PACIFIC (RAINBOW CANYON ROAD-STA.9129.64 TO STA. 12+05.00) 61 \ STREEr PLAN&PROME([UPFNO LANE-STA. 19+0000 l0 22+J4.TT) INDEX MAP i o \\\\ s = CARDIN80,N H PUN GRACING PLAN GRAPHIC SCALE o• a vl 11 GRADING 12 STORM DRAIN SPECIAL IJ STORM BRAIN PLANS 14 y,C/`! PROWSIONs 15 ROCHMSLOPE PRANRAERN O PECHANGA DRIVE \I '[/V A\ \ 1x[yH I I6 ROCK SLOPE TOUR RON PLAN. LAN S4EEi I men-]ao a a STAGE I-OINDUR a PHASING PLANy IB STAGE I-DETOUR&PHASING PLAN 19 STAGE -DETOUR tr PHASING PUN GRADING NOTES: p 20 - STAGE 11.1-DETOUR&PHASING PUNPAVINGNOTEV: 11 SIAOE -DETOUR&PHASING PUN LEGEND OF SYMBOLS 22 STAGE 11-GORDON h PHASNG PUNI. ALL ORAOINU SHALL CONFORM TO ME UNIFORM BUILDING CODE, CHAPTER 70,AS 1 ASPHALT CONCREM SHALL CONFORM TO ALL PROW90N5 OF 23 STAGE II-DETOUR&PHASING PLANAMENDEDBYORDINANCE457. SCORCH 20J-6 OF ME CURRENT STANDARD SPECIFlCATION$PROPOSED CENTERLNE BRIDGE PLANS2. ALL GRADING SHALL BE DONE UNDER ME SUPERVISION OF A COMPETENT SOILS ENGINEER OF PUBLIC WORKS CONSTRUCTION.ASPHALT SURFACE PROPOSED LURE h GUTTER A FINALSHALLCOMPACTIONDIAi ALL FILL HASALL FILLSPROPERLY I'VPLACED AND WHO SHALL SUBMIT COURSE SHALL BE CKNESS 13I MINIMUM THICKNESSCONCRETE2 24 GENERAL POW PROPOSED RICH 1=OF-WAY A FINAL COMPACION REPORT FOR ALL FILLS OVER 1'DEEP. INCITES MAXIMUM RIIMAN 3IS J INCHES ASPHALT CO BASE 25 -- FDECKOUNDATIONATION LASECTIONS B- AIFH MAN J INCHES SHALL CONTAIN A BASE 26 ABUTMENT I PLANPROPERTYLINEJ. RNA COMPACIgN REPORT WILL BE REQUIRED FOR ALL FILLS GREATER MAN ONE FOOL COURSE D'•B-AR-4Wq A MINIMUM THICKNESS OF 21NWE5. T] ABUTMENT 1 LAYOUT PROPOSED STORM GRAIN 28 ABUTMENT 3 LAYOUT 4. ALL u(MOINC SHALL BE GONE IN CONFORMANCE WITH RELOMMENOA OHS OF THE 29 AB WENT OE]AULS-II9PROPOSEDMANHIN.£/d5 LEOTECHNICAL DESIGN REPORT BY AGRA EARM AND ENVIRONMENTAL JO ABUTMENT EDLS-2 PROPOSED CA FCH BASAN GATED MARCH 20. 1998. TWO SETS OF ME FINAL COMPACTION REPORT SHALL JI PIER DEVLS-1 BE SUBMITTED TO ME ENGINEERING DEPARTMENT WHICH SHALL INCLUDE CERTIFICATION J2 NOR DEMS-2DIRECTIONOFSTREETFLOWTHATGRADINGHASBEENDONEINCONFORMANCEWITHTHERECOMMENDATIONSJJTYPICALSECTION PROPOSED STREET LIGHT OF ME PRELIMINARY SOILS REPORT. CONSTRUCTION NOTES J4 GIRDER LAYOUT 5. CUT SLOPES EQUAL i0 OR GREATER MAN 3'IN VERTICAL HEIGHT AND FILL SLOPES JS SUPERARUCIURE OEWETRICS EQUAL TO OR GREATER MAN 3'IN VERTICAL HEIGHT SHALL BE PLANTED WITH GRASS INSTALL RIPARIAN HABITAT FENCING(YELLOW TAPE 36 MISCELLANEOUS DETAILS-I OR GROUND COWER TO PECTIC!ME SLOPE FROM EROSION AND INSTABILITY IN ACCORDANCE ON 4'HIGH-474"MOD POST SPACED O 25'O.C) 37 MISCELLANEOUS OEIAILS-2 DATA TABLE WITH ORDINANCE NO. 457 PRIOR TO THE APPROVAL OF FINAL INSPECTION, MI ARCIIHECNRAL DETAILS 39 PILE DEVILS-CLASS IOU NO. DELTA RADIUS LENGTH TANGENT GESCRIPTON 6. NO TILL SHALL BE PLACED ON EXISTING WOUND UNTIL THE MOUND HAS BEEN CLEARED 40 STRUCTURE APPROACH TYPE EC(10) 1 44.41 J9 11000.00 180.06 4119E9 CENTERLINE OF WEEDS,DEBRIS, TOPSOIL,AND OMER DELETERIOUS MATERIAL. 41 LOC OF TEST SCRINC-1 2 N55.24'59'1 ------ 255.26 ---- CENTERLINE 42 LOG OF TUr BORING-2 3 N55.24'59'W ------ 155.09 ---- CENTERLINE 242SLEEPSLOPINGTERRAINOCCURSUPONWHICHFILLISTOBEPLACED,IT MUST BE 4 07'5404 2.000.00 275.00 138.12 CENTERLINE CLEARED, KEYED, AND BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT. RANCHO CALIFORNIA WATER DISTRICT 5 08.2444 2.350.00 345.03 172.82 CENTERLINE PREPARATION SHALL BE APPROVED BY A REGISTERED ENGINEER PRIOR TO PLACEMENT W-1 THE SHEET 6 07°08 51" 2,350.00 293,I5 146.77 CENTERLINE OF FILL MATERIAL. p J1 W-2 PLAN&PFMLE-JOB 1RANSNI590.H PIPELINE N35°054PE ------ 24.62 ---- CENTERLINE B. DURING ROUGH GRADING OPERATIONS AND PRIOR i0 CONSTRUCTION OF PERMANENT AS LJ LJ I L°W-3 PLAN&PROFLE-JO"TRANSMISSION PIPELINE B 26'5539 300.00 140.99 71.82 CENTERLINE DRAINAGE STRUCTURES TEMPORARY DRAINAGE CONTROL SHOULD BE PRONOED TO W-4 PLAN&PROFILE-I6'WATERUNE 9 N08°I0'21-E ------ 305.00 ---- CENTERLINE PREVENT PONDINO WATER AND DAMAGE TO ADJACENT PROPERTIES. CORRECTIONS By Grar1+e COOs{YVGtion/OC W-5 PUN&PROFILE-I6"WATERLINE N61-OB'24'E ------ 77.56 ---- CENTERLINE W-6 PUN&PROFILE-6.RECLAIMED WATERLINE I 13°4409 300.00 71.92 36.13 CENTERLINE 9. DUST SHALL BE CONTROLLED BY WARRING OR OTHER APPROVED METHODS.TRAFFIC SIGNAL INSTALLATION N74.52'33'E ------ IB4.38 ---- CENTERLINE 10. ALL EXISTING DRAINAGE COURSES ON ME PR0.2CT SITE MUST CONTINUE TO FUNCTION CONTfWCf ILO. I TIRE SHEET 08.5423 800.00 12A.M 62.30 CENTERLINE ESPECIALLY DURING STORM CONMIRNS. PROTUIHE MEASURES AND TEMPORARY T-2 SIGNAL PLAN S4-79 O PALA ROAD DRAINAGE PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING DATE 12113100 T-J SIGNAL PLAN PAU ROAD O RAINBOW CANYON ROAD GRADING OPERA RAYS T-4 SIGNING&STRIPING PUN T-5 SIGNING&STRIPING PUN I11. STABILITY CALCULATIONS MTH A FACTOR OF AT LEAST ONE AND FlVE-TENMS(1.5) SHALL BE SUBMITTED BY A SOILS ENGINEER i0 ME ENGINEERING OEPAMMENT FOR OUT Underground Service Ale7f AND FILL SLOPES OVER 30'IN VERTICAL HEIGHT. I NO OBSMUCVON OF ROOD PLAINS OR NATURAL WATER COURSES SHALL BE PERMITTED. Call: TOLL FREE 1-800 P„i..227-2600 rortau nuraNR [pnaoi TWO WOUND DAYS BEFORE YOU DIG IEL DRU me-mao CONSTRUCTION RECORD DATE BY I REVISIONS I DATE ACC'D I BENCH MARK SCALE SEAL Eer Deslgnetl D% Drown By Ch.Fk.d BY Growln9 No. 1 / ELEVRION:1120199 H a^a ' a SRC PI • SBC RDS RECOMMENDED BY. DATE CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS PIYFAAOE LOxNry RASS DUN IN MOR pr•pwp unJv NpeMabn OIweenwCHRUOS2NOBRASSOISMINCWWE2vqltwcvw 'IL CYLINDER SAMILFS60UMBI.ORAND FRONT G ACCEPTED BN/Y"-/1-GATE: II-S-9G PROJECT P1Y 97-15 2 S FE .TDREUA.41'1..OF Faevr 1" z= 100' x.!L Lf-(y\.. II-a-98 sullw ddd naurem x.p.nnr smEcrsMIEHENIA,n'Daam OF LINK Dot,: STREET IMPROVEMENT PLANS vaua J urar.c NewEs P.[ E EM,4'NEST GF PONER A N0.-6- V E e•Can.•.. IXI FOLF M GARVAED RFLO.FEi N.- pr LING 2645] OJ-SI-OD i PALA ROAD GLASS NIMESS POSTONF ROI N.'. R.C.E.NO. EMkU,P.4[Np ppY•. O[-J0.ep Fe9I24i1,.I2: .n CF MaxuMBlr. N A INDEX bfAP & NOTES I I I I 1 I I I I f l l,..vs•`k 3yi, fa J":v r .i'+.y,.v; 1 2 I Sv z:;'• 3ss:',:,"sy•''"i3'iy^•r" ••' ry dY v,y J s 5: ti'•'}i;'iG.^ a 3y y{J.:' 31911— y Valli r';r" :vti•9tii' +•. 3:• y. 3••t•: ;.:.e:;ay,Ji ^':$.:•:fit'-.a d 4L rvv,s;ii 1...An,vtX.J,'.',Si ::'.;+..y:a,.' Uj. "Jss•:.y: , S;Y•rJv: y.w+.n.; vim I st :Wu +}y y jiiay ad':ssv J..it. 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IN E . mamm. .:: m.a..mmm: a ::,a: i7=.i:aam vm mmmmmm:Em .m:mam:a: :..:.mm. ......... ...E a:....m. .:. m. ij.. ...... ..E ..... .NEE... .Egg.:;.;. ; .; r 1- -.:mP sm :c_ •:m:: ::rr,: a :m°: •mm a:a:NEON . .. . . r n of'n ._ -o .:i' . 1 J _1. •. ........ ; . g E _ , . .gmm m:::m:gm: Eg : E a °aEEEa°EE E EEEEEEEa as agga aa:a:EEEa 'a ':a :: amgmm mmma•mmm: a°Fagg° a0aaam g: mamagasa ---- aa :•::::a mama:::: a:: ::a::• •: :: m gm::INNI g g : mmg.mma : a : :•m IN IN 0 : ma amma .. m. m...aE ....: E.. ..... m:m.a..a. m.... .. . 9gmagam aIN a: :;amm . . . . a.: a ..aaOO.a .. . .m m...:E...... :...N E NO.:....EgE E.E::: NEE:E m.N.:EaE::mmmm:m mam:a:m:m aEINN.a. .E...E E:E:mEm E ClTOFREE 111 e e w TR R I DRAIN PLANS rr PALA ROAD/RAINBOITCANYON ROAD EXCERPT D: EXCERPTS FROM THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE STUDY FOR RIVERSIDE COUNTY, CALIFORNIA AND UNINCORPORATED AREAS,VOLUME 1 OF 4 FLOOD e INSURANCE- STUDY VOLUME 1 OF 4 RIVERSIDE COUNTY, CALIFORNIA AND INCORPORATED AREAS COMMUNITY NAME COMMUNITYNUMBER AGUA CALIENTE BAND OF CAHUILLA INDIAN RESERVATION 060763 BANNING,CITY OF 060246 BEAUMONT,CITY OF 060247 BLYTHE,CITY OF 060248 CANYON LAKE,CITY OF 060753 CALIMESA,CITY OF 060740 COACHELLA,CITY OF 060249 CATHEDRAL,CITY OF 060704 Riverside CountyCOLORADORIVER INDIAN RESERVATION 060069 CORONA,CITY OF 060250 DESERT HOT SPRINGS,CITY OF 060251 COMMUNITY NAME COMMUNITY NUMBER HEMET,CITY OF 060253 RANCHO MIRAGE,CITY OF 060259 INDIAN WELLS,CITY OF 060254 RIVERSIDE,CITY OF 060260 INDIO,CITY OF 060255 RIVERSIDE COUNTY LA OUINTA,CITY OF 060709 UNINCORPORATED AREAS) 060245 LAKE ELSINORE,CITY OF 060636 SAN JACINTO,CITY OF 065056 MORENO VALLEY,CITY OF 065074 TEMECULA,CITY OF 060742 MURRIETA,CITY OF 060751 NORCO,CITY OF 060256 PALM DESERT,CITY OF 060629 PALM SPRINGS,CITY OF 060257 PERRIS,CITY OF 060258 EFFECTIVE: AUGUST 28, 2008 okra\`A 1 Federal Emergency Management Agency FLOOD INSURANCE STUDY NUMBERVUSE 06065CV001A n NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) may not contain all data available within the repository. It is advisable to contact the community repository for any additional data. Part or all of this FIS may be revised and republished at any time. In addition,part of this FIS may be revised by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS. It is, therefore, the responsibility of the user to consult with community officials and to check the community repository to obtain the most current FIS components. Initial Countywide FIS Effective Date: August 28,2008 Revised Countywide FIS Date: TABLE OF CONTENTS—Volume I Page 1.0 INTRODUCTION I 1.1 Purpose of Study 1 1.2 Authority and Acknowledgments 1 1.3 Coordination 8 2.0 AREA STUDIED 11 2.1 Scope of Study 11 2.2 Community Description 14 2.3 Principal Flood Problems 17 2.4 Flood Protection Measures 38 3.0 ENGINEERING METHODS 56 3.1 Hydrologic Analyses 56 3.2 Hydraulic Analyses 92 3.3 Vertical Datum 129 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS 130 4.1 Floodplain Boundaries 130 4.2 Floodways 140 5.0 INSURANCE APPLICATIONS 194 6.0 FLOOD INSURANCE RATE MAP 196 7.0 OTHER STUDIES 196 8.0 LOCATION OF DATA 196 9.0 BIBLIOGRAPHY AND REFERENCES 199 i 1 TABLE OF CONTENTS—Volume I -continued Page FIGURES Figure 1 -Floodway Schematic 194 TABLES Table I -Initial and Final CCO Meetings 8-10 Table 2-Flooding Sources Studied by Detailed Methods 11-12 Table 3—Historical Flooding 35 Table 4-Summary of Discharges 75-91 Table 5-Summary of Stillwater Elevations 92 Table 6-Manning's Y'Values 123-125 Table 7-Floodway Data 142-184 OTable 8-Community Map History 197-198 TABLE OF CONTENTS—Volume 2 EXHIBITS Exhibit 1 - Flood Profiles 1001 Ranch Drain Panels 01P-05P 1001 Ranch Drain West Tributary Panel 06P Alessandro Wash Panel 07P Arenas Canyon Creek Panels 08P Arenas Canyon Tributary Panel 09P Arlington Channel Panels IOP-14P Bear Creek Panels 15P-19P Bedford Canyon Wash Panel 19Pa Blind Canyon Channel Panels 20P-23P Bly Channel Panels 24P-27P Box Springs Wash Panels 28P-30P Calimesa Channel Panels 31P-34P Channel B Panel 35P Channel C Panel 36P Chino Canyon Creek Panels 37P-39P Country Club Creek Panels 40P-42P Country Club Creek North Tributary Panel 43P Day Creek Panel 44P ii n TABLE OF CONTENTS—Volume 2 - continued EXHIBITS - continued Exhibit 1 - Flood Profiles- continued Desert Hot Springs Channel Panels 45P-51 P East Cathedral Channel Panels 52P-55P El Cerrito Channel Panels 56P-60P Garden Air Golf Course Wash Panels 61P-66P Gilman Home Channel Panels 67P-73P Harrison Wash Panels 74P-75P Hemet Storm Channel Panels 76P-77P Highland Springs Channel Panel 78P Kalmia Street Wash Panels 79P-82P Lakeland Village Channel Panels 83P-86P Main Street Channel Panels 87P-92P Mangular Channel Panels 93P-99P Marshall Creek Panel 100P Mockingbird Canyon Wash Panel 101P TABLE OF CONTENTS—Volume 3 n EXHIBITS -continued Exhibit I - Flood Profiles- continued Montgomery Creek Panels 102P-115P Mountain Avenue Wash Panel 116P Muni eta Creek Panels 117P-121P North Cathedral Channel Panel 122P North Norco Channel Panels 123P-128P Oak Street Channel Panel 129P Palm Canyon Wash Panels 130P-134P Pechanga Creek Panels 135P-138P Penis Valley Storm Drain Panels 139P-140P Pigeon Pass Channel Panel 141 P Prenda Wash Panels 142P-146P Pyrite Channel Panels 147P-149P Reche Canyon Panels 150P-153P Salt Creek Panels 154P-157P Salt Creek Overflow Panels 158P-159P Salt Creek Tributary Panel 160P San Gorgonio River Panels 161P-167P San Jacinto River Panels 168P-175P San Jacinto River-Secondary Channel Panel 176P San Sevaine Channel Panels 177P-179P Santa Ana River Panels 180P-188P Smith Creek Panels 189P-193P Smith Creek West Tributary Panels 194P-198P iii n TABLE OF CONTENTS—Volume 4 EXHIBITS -continued Exhibit l - Flood Profiles-continued South Norco Channel Panels 199P-202P South Norco Channel Tributary A Panels 203P-204P South Norco Channel Tributary B Panel 205P Spring Brook Wash Panels 206P-208P Sun City Channel A-A Panel 209P Sun City Channel H-H Panel 210P Sunnymead Storm Channel Panels 211P-214P Sunnyslope Channel Panels 215P-216P Tahquitz Creek Panels 217P-226P Temecula Creek Panels 227P-228P Temescal Wash Panels 229P-250P Tequesquite Arroyo Panels 251P-258P University Wash Panels 259P-264P Warm Spring Creek Panel 265P West Cathedral Channel Panels 266P-274P West Norco Channel Panels 275P-277P West Pershing Channel Panels 278P-280P Whitewater River Panels 281P-289P Woodcrest Wash Panels 290P-292P Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map iv n TABLE 4-SUMMARY OF DISCHARGES-continued DRAINAGE FLOODING SOURCE AREA PEAK DISCHARGES(cfs) AND LOCATION so.miles) 10-PERCENT 2-PERCENT 1-PERCENT 0.2-PERCENT SOUTH NORCO CHANNEL; TRIBUTARY B At confluence with South Norco Channel 1.3 130 410 670 1,600 At Hillside Avenue 1.1 130 370 600 1,400 SPRINGBROOK WASH At Lake Evans 18.75 1,990 2,900 At confluence with University Wash 9.4 680 1,000 STETSON AVENUE CHANNEL At Hemet Storm Channel 2.5 500 850 1,100 2,600 At Pahn Avenue 2.1 450 700 950 2,200 O At State Street 1.9 400 650 850 2,000 At San Jacinto Street 1.3 300 490 650 1,500 STOVEPIPE CANYON CREEK At State Highway 71 1.3 150 460 750 1,700 STREAM A At 2S.l5E:29 NW. comer 0.56 440 620 740 970 TAYLOR AVENUE DRAIN At Cota Street 1.5 280 590 850 1,900 At Riverside Freeway 1.4 260 550 800 1,800 At Grand Boulevard 1.3 220 500 750 1,700 At Olive Avenue 0.9 160 370 550 1,200 At Citron Avenue 0.8 150 340 500 1,100 At Ontario Avenue 0.7 130 300 450 1,000 TEMECULA CREEK At mouth 370.0 7,500 27,000 36,000 58,000 Data not available 88 TABLE 4-SUMMARY OF DISCHARGES-continued DRAINAGE FLOODING SOURCE AREA PEAK DISCHARGES(cfs) AND LOCATION sq.miles) 10-PERCENT 2-PERCENT 1-PERCENT 0.2-PERCENT SOUTH NORCO CHANNEL,TRIBUTARY B At confluence with South Norco Channel 1.3 130 410 670 1,600 At Hillside Avenue 1.1 130 370 600 1,400 SPRINGBROOK WASH At Lake Evans 18.75 1,990 2,900 At confluence with University Wash 9.4 680 1,000 STETSON AVENUE CHANNEL At Hemet Storm Channel 2.5 500 850 1,100 2,600 At Palm Avenue 2.1 450 700 950 2,200 At State Street 1.9 400 650 850 2,000 At San Jacinto Street 1.3 300 490 650 1,500 STOVEPIPE CANYON CREEK At State Highway 71 1.3 150 460 750 1,700 STREAM A At 2S./5E:29 NW. corner 0.56 440 620 740 970 TAYLOR AVENUE DRAIN At Cota Street 1.5 280 590 850 1,900 At Riverside Freeway 1.4 260 550 800 1,800 At Grand Boulevard 1.3 220 500 750 1,700 At Olive Avenue 0.9 160 370 550 1,200 At Citron Avenue 0.8 150 340 500 1,100 At Ontario Avenue 0.7 130 300 450 1,000 TEMECULA CREEK At mouth 370.0 7,500 27,000 36,000 58,000 Data not available 88 n EXHIBITS U n O EXHIBIT A: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY MAP SHEET 1 OF 1 A F E m E "' 1 0mAkamof U U IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA T U IN a m A PHMADF1SITELOUpUbTPR (A"J" J El'" T U I N r I vh, o kl r. x Y rrgg5s 't^r W _ C3:; 9 ,.CONC, CH t . ^, 0tl ` i s tom BOT 1007,5 fA/ef ti. : . T< 4102 07. yr rr T I V V C ThfL' f-v ti 0.11V 01 t1 :,a«' r 1 v, Yn h' V . d''/ w"a, 1 j V h" ^•h n YTS .<,'„ r" !' h !?, •".,9 h." 12.r; 0.51 r r, k 2 r5 wA etc et*r;, / "n :_ i' , . rs.-3 #> , 2V1 c w'>» '.... r Al v, P.+.t, ,v.Ir, » ,., 1 h,. h . " kr; r-y 10 5 qa 301 LEGEND: b`"ta,S a 1 w / r 011, NODE CONCENTRATION POINT a y may: F I. . X LOWS NE ELEVATIONX. e, y' N S,ha, a- ,.-. < Fw 4hr ""..f z ..Y y / ' w F'e',ti. v XXX SUB AREAA ACRES7 G X.X. 7"4.e'' h n sa,,., i f k\ter h sv,» , r fVa 2' : FLOW PATH N.; y Le, d t r f e ^•»`" v A f s `s.°its r I I WATERSHED BOUNDARY F, AI h r 1 ll q4 j ry'. r "o " a > 7f j nR5F f I rnt yam h \`v.. ,'• v'%t r, sv a`.r i 0.w. 2 7!^a f 4 1. zy4„•. L•' f x' n idry h 1 t h, Bomar 402 1010.0 EE Z o o y e h h t,a, GRAPHIC SCALE 30' D 25' 30'60' 30, x w EAHIBIT NJshti Engineering & Consulting, Inc. CQ h Cp 36263 CAILLE DE LOBO T-f'1 JEuT C %NC ITIt''N z C MU ETA, CA 92562 a PH. 951,344.9552 FAX 951.3f14.3568 SITEo L. J n EXHIBIT B: DRAINAGE FACILITIES MAP SHEET 1 OF 1 AFEMEXUtl%mj U IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA APUHAIUE11%11 A F/Ak..f ILITIE %j m n&eering Consulting, Inc. 01 IN1E RE CH 3 Q100=4.35 CFS PIPE=18" WQ BASIN #3 WQ BASIN #2 BIORETENTION BASIN BIORETENTION BASIN VBMP=773 CU. FT. VBMP=1,289 CU, FT. VPROVED=1,198 CU. FT. V 2,526 CU. FT. A =516 SO. FT.PROVEd— MIN" WQ BASIN #1 AMIN=860 SQ. FT. APRO)tOEQ, ,79,9 ,SQ. A 1 684 SQ. FT.BIORETENTION BASIN Pf3 V —1 314 CU. FT.BMP t VPROVED=1 ,407 CU. FT. AMIN=876 SQ. FT. WQB APROVIDED=938 SQ. FT. 30TA006 3U.t rv•')Ll >• '-` 77 7777777 CONC DITCH y, •.;Ufa EXIST. 18 STORM DRAIN may A ayv... x . ."S`.,, s• a ;`:..ter f" 5, i n LINE STORM DRAIN PIPE = 18J w OTA I v NE 1—REACH 2 CFSQ100=6 59 PIPE=18>, o--. 1 1", ep'. a vm xx...,fi•ti c•. r: .. :r z r•.., k,,,..• E,.dt b.,.. t' 7 '.,..,x. s r t r,, RESI r,,s y 1—REAllACH1 o-`'\ vi.4;n_vTQ100=8.62 CFS sg., PIPE=18 FQ1100=2 99ACHS4 y. ut'.u'.,:t v; !.°t v.. ?i i / p51". , s' 3.,,x,,.Pa".._ h'n,v:,N, ;Pl 125r9xk"i'- _p e'•.` yt V 1\Cam.: f pmy,.! ."'•,k d h f. , . c.r arvm^ 1 ,. T;:, Y /'+ t i r. q, t h, b YY t" "„ r.,. z.^ I"d ` "/ ti.,.`,... `7: '. k,... 0 e r-e f t,' P1n3 a.L rs'ie v. ,., Gfi: . '" `•.. prz. , x A,. ,'. tt,.. t,y. `,+ ys"' i,r`" j,^, '"„g.;<: :...._.Ly\. , f ^'" .0 f"Sa :st 1 :r V t r j ;.y " z. 2f-, S `' a u:dxl ffid sa "',°> i e"'.,'• a.. A A V i':.'T.\V°' , V " A. A ire' f i'`A, ay u w;: , rl r:.. A is G i 5 y WQ BASIN #4 r, e , l BIORETENTION BASIN„ '. i v / VE)mp_ a ' A, w •v x , ,:, ' OVER-2„' j m h 1 37 62 C FT PRA =1,375 SQ FT.MIN lj' AP 1692 FT.ROVI EJ 2SQ. a ty. •b11 i yx3t* su r ... rt F-'7.;+ 'tTM'`a i EXIST. 48" STORM DRAIN V y. It to s y lv d y P SCALE 30 o I GRA HIC 0 f 5' Bn' a m 00 yur' T EAHI I " B"eE mmEX IV u" AF C)RAINAGE FACILITIES36263CALLEDELOBO z c MIT ETA, CA 92562 RAgPH. 951.304.9552 FAX 951.304.3568 of EXHIBIT C: HYDROLOGIC SOILS MAP i J K X%INA y4 c snO L 1 401(ipJ uoAueo moquiea N C 0) O O y C 4 N pJ C O d y O d an d y y y V N @ o c _ d m 0'• " E u1ti dv 'yE c cyE o a 3 try' E Eti ffiO cmn n Odc mN E Z E w 0 0 Q o a 0 @dd w d W E O@¢« d do E mmO N L ¢LoQ c OyQ@yyndyd sa. y mQdEEd c.Z p E m m oum E @Loa. y Eo E mm cooocddn` H'- O i Y a d y ¢V d dd @ ym yC y ` >>' O N 7 Ur O N O d P E E I ddT@Eyd@: N'O O) v id d @ OOIdaC aia HL y O) E d d W d O. O C O O @ U.2 O N Z Q 6` @ N L a a J mNE wucy- nd u'im EE' yo ondm O d A = y y @@ 3 L O n .@. d U E 0 _ Z _ @ .d.N d E@ EddOd0@ a L N O J O— @ A i— 3 wEay aE n3U noam f-L. viva U `o oN 3`0 U co T da J N N j O O d ry a o d o 00 U c Lao c rn a o y @ y O O O @ d d O O t Z U 12 O a d p @ o '^ m c m w c 0 0 z y a tt - a try c Z a 0 i m.Lij c I WJ @ p a a @ a @ @ d c E c o o` p aO1, m m c m ap /c1 o E a° Q OI Q Q m m U U Z 0 Q a m m U U Z OI Q a N m u 000 3o11l 11 t 1 o ONNN Q N O CyO Q: @ZAd9yCNO2IU I' Hydrologic Soil Group—Western Riverside Area,California Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Western Riverside Area,California(CA679) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI GIC Gorgonio loamy sand, A 0.2 1.1% deep,2 to 8 percent slopes GtA Grangeville fine sandy A/D 11.3 52.3% loam,drained,0 to 2 percent sl opes HcC Hanford coarse sandy A 3.3 15.1% loam,2 to 8 percent slopes HgA Hanford fine sandy loam, A 1.0 4.5% 0 to 2 percent slopes RsC Rivenvash 4.8 22.2% TvC Tujunga loamy sand, A 1.1 4.9% channeled,0 to 8 percent slopes Totals for Area of Interest 21.7 100.0% USDA Natural Resources Web Soil Survey 9/9/2015 Mil Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Western Riverside Area,California I 1 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet.These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture orfine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method., Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 9/9/2015 Conservation service National Cooperative Soil Survey Page 4 of 4 OEXHIBIT D: RAINFALL MAPS y.,l_ RR115da IIC rYa. tl 1lw.L' 6 s l l ,ij C k>~f r —=:' r - n .ram'+" ' :A'f•7 r yy ;,, Ie I r„''_ DIY .,YYA +., . r H. 'ir r R"``/ b 17 1'''e. j'' n' ti a 11n r f dviFd`k t '{'? w r i1•- r ems,: a vW 'f r "*^ 17 'iC "> '.h.. Y Y R f ^•' ?r w• 1 f, • r a. a 8_ 7 ' .. w Pi ..'l/l.iff T1rW, s .lT t tl =Y _.-. r: r r tR t ..u` r F 4viU4.a 1'.v.,q- Th:+wx gMEN s'ATs. rrtr; ', -+ •`'ft-d R N mow •"'r C e m '"-"' >, i 1. a W^.P t a 'r•`• :;+ M.x'f „ ' +P r\ :. . : il.C111LW1.11, trill . R r- r! " l: 5''' s J,"x s_:. "e`iRl iS,;i i# • r .`f n,ao,,., t ., +. a. . :f; ` ' 'v.c7Ftss,4 c iL:'} vi,., i ii,,r= i iu1...=•- t7, aw t<$ . n9 t k` a.+.1 F _n .3M 1 Rt. _ d: 4,{ :l_'h'N- 1 yE" AAnIryti a`SII •.h.:izr?..r{y, + `.`: -''.y 9 L m ` I i I I\ t 1 i. 'r t E , v.ne. e. w A - r _-„k, !T/,(1j w. - R V a r \` 41'..Ar >"5. '' kx 6. r. Y i b YpsT .' . .' t. •*- t t s`. °.°'> e 1 cXd a 7 y i ^Ir' . I/ T 7L.iit` FT' S >5 E r itirx „5 irY-.". i::S'P~ 4s r E I M/ 4 A;k P yti i iR/ ii? r. T ' er''n ,h`'r. to w-..: • r,6 ,4i, `,1?:">*''i l 1d 1 i;yj ya ' a•' a a $m" •"e 3 •' i . 7 rw iC: 4y T t rv1J/M1 ,a yi.•n L^r'i'vrri.y S n,:' {y S t:- e7\ v?.A .;., 1. c,!7 yy7 1 6 •I'R y,'""d Cr rr,r Aji,l. `?$t:. 3*rL. a '-1i iy' 1, e; 1 yx" r.7F'x itr y r. h. ,e s;. ,e a r l w'nk:' i e:GG! M 13? rtlPlr+",. r•. w tS1F i _ '. . l a r"'`/ ..'; F e C a- . 1`- • '•. y'. vy " I'?r'i i l .. , f- 17rt . I' .,, . . i ''. YANME KIN ter- ^@ _ _ g, s Ufa'r.y _ •.*-. ^ r 1 t v A,^+. `.rt. ',g I g• y @ Y e,,, 5-,'.rg+' r. a Esi•?a='>a ,'-s: ., i ..,IIW"- W iL Rye r.. .l 1 tySy uy ,s.. y..',. + la'y.'r "'} y7 .ryledC"-'i'x. ` Kcti s•] q x\-le dtL'Y ram^ y p 1 I e y " ' 17,.1 i ' F?;y - r ,^ j a' j`'J r`S' 3 o§('" a ..::, 1;' i"a "'. \ jTr'.1 /, 3-• > BM r0. ry Sys 1 5 7II,,lN' - •, i i-.q" .© ,u`.:. .'• l' 5 1 r ., uvy r I•B< f kidl.'Y Il rt ram k x 4 Si I4, f jJ> T31. ja• i' •+{?A.,$c 4 F r , z'. . . u: 6 t iR"_-G+A, w^.. w' ,. l,..i.r 4Vba- kJ.it,'....H. q" psp, rf8..' i". K_gyppD4. A5:.:. F,,..:'-,.,..... - , t1y. .- : fi1 .... S`7ITIL ku. ' r'.. ,,:a;_-. i Y'11C. r+"_,. •r Ili t1' S s_ FAN} . . v > ti 1 k,rry. . .. f>,7.y ,`. iwt , w'Y..• oI,.P....c., 5m, 0.•,'3.> 0'Y. MOs,.1 mm,•' '-[= i[[[[ 1 M.\•! r' yl,MLMEXIC 1 • t fi ti f j yam, n 14 7 R CAFE R} 9r• a49>,rJ Y":, y4( i r i 1 w u d v afi 'Yj4L•, RAINFALL 0.60 k rtY 9 ti. ClJg1 try . r J'. # • x 1: i r Sr;"p a .• , s n . I i.7A'fi- } ,fin a i PS. v;, _....,ts r , A 1+.„ e '+ :!'e' a-i/s f ' 7lISL .- . L'•LW'$F.il3' IL? .T-' 14 1 h7r'a -\L ti,;i '"'y{S 3(',.? aX`"a,,-, '•: a - rl sZ,.'sr . 1? Izy M' '' 1:, C. r. 1 l Tt` t y 1^ rw l3 ,I„1 ^' j Z ys fS.- s l ar y. 'tJ l aS MA 1ng, w / h , .may 9 aV".Y i .. ` r e J (•,; Yy r aNer y xri g ix rn dN13 j7 b-E_, p 44wk. U • ,} -fiE2`S-lc. : 0 y l i ' o`'+•rSSs'f r h'!t.+ay.rst•L'731fs a r.W t .,vaar _ Et 36263 CALLE DE LOBO KRIVERSIDE COUNTY FLOOD CONTROL ter^ x i i n 4 I ' i.',`' n`.ikw. 1CONSERVATIONDISTRICT may+. e R, j i/-•' , 4,rm n e y y T r 0 f+4' 1 jS 1 iF •:• z lrt`t . i" es` ,h s4. aa• S: F` 'yyk. s 5 .' ta S 1 titn 3 -F d' te`syyyi PRECIPITATION t h 1 n f ln 4. '1.•I f=ca4a+ sn.: ' L=ra 5 f u;Os l 7' .'n'F;#vi`99iwr't t&-r. : 'is:4`'il•J:LL l.I".1 rew. A?..' „,J.J,l l+':r S f' r r a V evn•e*--' 1' .i nw n m . 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