The URL can be used to link to this page

Home My WebLink AboutHydrology / Hydraulic Study November 1, 1999HYDROLOGY/HYDRAULIC STUDY 0: TRACT 28980 LOCATED IN THE COUNTY OF RIVERSIDE, CA PREPARED FOR: BEAZER HOMES Prepared by: adkan ENGINEERS 6820 Airport Drive Riverside, CA 92504 Tel:(909) 688-0241 Fax(909)688-0599 adkan JOB NO. 5755 p NOVEMBER 1, 1999 12/13/-79 CHARISSA LEACH, R.C.E. NO. 53.390 DATE EXP. 6/30/99 HYDROLOGY & HYDRAULIC STUDY FOR TRACT 28980 RIVERSIDE COUNTY, CALIFORNIA TABLE OF CONTENTS PURPOSE PROJECT DESCRIPTION EXISTING CONDITIONS PROPOSED DRAINAGE IMPROVEMENTS HYDROLOGY HYDRAULICS METHOD OF ANALYSIS CONCLUSION LOCATION MAP (FIG. I) STREET NAME IvI.AP TRACT NO. 28980 ONSITE HYDROLOGY CALCULATIONS STREET CAPACITY/CATCH BASINS PAGE 1 1 1 2 3 4 APPENDIX A APPENDIX B L PROPOSED DRAINAGE IMPROVEMENTS HYDROLOGY Development of the project site will result in increased runoff due to the construction of streets, paved surfaces, .buildings, and the modification of the natural topographical features. In general, storm drain runoff will be kept in either existing earth channels, proposed streets, or dedicated public easements usable for runoff. Ultimate development of the project site will result in storm drain systems as mentioned below and shown on the Hydrology Map and detailed on the Street Improvement Plans. No offsite drainage areas tributary to the project. The drainage will consist of.5 ac going to Camino Camargo the remainging 75 ac area to accumalate at approximate center of tract, the location of two sump catch basin picking up flows into the catch basins then into pipes to an existing storm drain pipe stub 24"SD diameter already provided. Thence into the storm drain system. In summary. the.streets and storm drain improvements will provide conveyance to the existing drainage traversing the site. Storm drain will be collected at the sump basins location then into a 24" SD Pipe which feeds into a 36" RCP. HYDRAULICS Interior street capacities were analyzed using Manning's formula and are provided on a spreadsheet. All interior streets have adequate capacity for Ql 0 and QI 00. Catch Basins were sized using formulas from the Los Angeles County Flood Control District or the Los Angeles County Road Department and are also provided on a spreadsheet. All catch basins were sized to accept 1 00% of the flow from a 1 00 year storm interval. METHOD OF ANALYSIS The hydrolog} for the site was based on the Riverside County Flood Control & Water Conservation District (RCFC&NCD) Hydrology Manual, dated April 1978, from which pertinent information such as soil and rainfall data was obtained. Hydrology calculations were generated using "RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM". Riverside County Flood Control & Water Conservation District 1978 Hydrology Manual, produced by Advanced Engineering Software (.AES). ` Reference is made to the grading plan for Tract No. 28980 prepared by Adkan Engineers for construction details of the proposed site improvements. CONCLUSIONS The hydrologic calculations provided herein substantiate the design of the proposed project and indicate that the surrounding area has sufficient capacity to handle the related surface runoff. 2 3 PURPOSE The general purpose of the study is to provide absolute storm drain alignments, pipe and catch basin sizes and drainage patterns for the water identified, (see figure on page A- 1). PROJECT DESCRIPTION The project is located East of Redhawk Parkway, North of Camino Carmargo and West of the drive that leads up to the Redhawk Golf Club house in the County of Riverside(Temecula area). The project is 7.9 -/- acre residential community with single family homes as reflected in Tentative Tract Map No 28980. The tract will consist of 53 Residental lots. The project will include improvements to Camino Carmargo and proposed local interior streets and storm drain improvements. EXISTING CONDITIONS The proposed Tract No. 28980. a 7.9 acre site in the Riverside County. located in the Temecula area, North of the Redhawk Golf Course. Redhawk Parkway traverses in a West to North direction with developed areas and residential areas bounding it. West of the property is Camino Carmargo and developed residential. East and South of the property is the Redhawk Golf course. The site currently consists of the vegetation and undeveloped. The site currently slopes from southwest to northeast in the direction of the Redhawk Golf Course. with varying slopes approximately in the I% to 12.5% range (natural gradient). Vegetation on site consist primarily of grasses and scattered scrubs. The current drainage infrastructure consists of the existing 36" Storm Drain in the Redhawk Golf Course and flows in the south to north direction and has a 24" stub out to the Tract. The proposed main entrance to site will be Camino Camargo. The current drainage is contained within the site with no offsite drainage contributing to the flows. The flows currently traverse the site to a natural detention area on the site. FA 5 11 TEMECULA I 51TE V/ C /N/ T Y N.T.S. 01rh ENGINEEN/NG•SU9YEY/NG•7LANN/NG 6820 AIRPORT DRIVE, RIVERSIDE, CA 92504 TEL (909) 688-0241 • FAX (909) 688-0599 CO UNTY OF RIVERSIDE DEPARTMENT OF BUILDING & SAFETY EXHIBIT TRACT NO. 28980 WINO C4M4RG0 TEMSCULA AREA, CA AHED FOR: BEAZER HOMES HORIZ. SCALE : NTS VERT. SCALE NIA 5 HYDROLOGY MAP TRACT 28930 PLANS PREPARED BY., a®CHH -s CIVIL ENC/NEEBINO SUNYFfING ?I*Nl,9C 6320 AIRPORT DRIVE, RIVERSIDE, CA 92504 TEL: (909) 683-0247 - FAX, (909) DA TE 638-0599 UNDER 17-E SLPERVSION OF: HYDROLOGY MAP TRACT No. 28980 � PHEPAREO FO,R: BEAZER HOMF3 -I HORIZ. SCALE /VJj$ VERT. SCALE LQDD�DD�DLQ DDDDE mwDDDIDDw RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-91 Advanced Engineering Software (aes) Ver. 5.9D Release Date: 5/09/91 Serial #9658 Analysis prepared by: ADKAN ENGINEERS 6830 AIRPORT DRIVE RIVERSIDE, CALIFORNIA 92504 OFFICE (711 4) 688-0241 FAX (714) 688-0599 '""' DESCRIPTION OF STUDY '`•'^ ................. 10 YR STUDY REDHA.WK TEIVIECULA/SOUTH OF 79 AND EAST OF 215 FILE NAME. 5755BEAZ.DAT TIME/DATE OF STUDY: 13:52 10/28/1999 ------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) _ .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.300 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT= 10.00 1 -HOUR INTENSITY(INCH/HOUR) _ .8671 - SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 21 ' -------------------------- ------------------------ »»>PATIONA.L METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K•[(LENGTH"'3)/(ELEVATiON CHA.NGE)]•'.2 INITIAL SUBAREA FLOW -LENGTH = 360.00 UPSTREAi\/1 ELEVATION = 73.10 DOT/NSTREANI ELEVATION = 68.79 ELEVATION DIFFERENCE = 4.31 TC = .393-[! 360,00"3)/( 4.31)1".2 = 10.019 10.00 YEAR RAINFALL IN-ENSITY(INCH/HOUR) = 2.321 SOIL CLASSIFICATION IS "D" SINGLE-FA.MILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8277 SUEAREA RUNOFF(CFS) = 4.00 --TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 4.00 FLOW PROCESS FROM NODE -------------- 1.00 TO NODE 2 00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 68.79 DOWNSTREAM ELEVATION = 59.41 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 6. e9 (o^0 STREET HALFbVIDTH(FEET) = 20.00 M 7 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .018 OUTSIDE STREET CROSS FALL(DECIMAL) _ .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 '"T.RAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.91 STREETFLOW MODEL RESULTS STREET FLOWDEPTH(FEET) _ .35 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRCDUCT OF DEPTH&VELOCITY = 1.12 S T REETFLOW TRAVELTIME(MIN) = 2.73 TC(MIN) = 12.75 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.032 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7469 SUBAREA AREA(ACRES) = 1 20 SUBAREA RUNOFF(CFS) = 1.82 SUIv1MED AREA(ACRES) = 3.28 TOTAL RUNOFF(CFS) = 5.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH -VELOCITY = 1.20 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.032 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7469 SUBAREA AREA(ACRES) _ .61 SUBAREA RUNOFF(CFS) _ .93 TOTAL AREA(ACRES) = 3.89 TOTAL RUNOFF(CFS) = 6.74 TC(MIN) = 12.75 FLOIAJ PROCESS FROM !NODE 3.00 TO NODE 14.00 IS CODE = 3 ----------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE: LOW VELOCITY(FEET/SEC.) = 6.2 UPS T REA.�VI NODE ELEVATION = 54.51 DOWNSTREAM NODE ELEVATION = 54.10 FLCWLEIVGTH(PEET) = 40.00 MANNING'S N = .013 ESThvIA,TED PIPE DIAMETEP(INC;H) = 18.00 NUMBER OF PIPES = PiPEFLOW THRU SUBAREA(CFS) = 6.74 TR,-' VEL TIME(N11N.) _ 11 TC(MIN_) = 12.86 ............................................................................ FLOVd PROCESS FROM NODE 3.00 TO NODE 14.00 IS CODE = 1 ------------------------- ----- >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.86 RAINFALL INTENSITY(INCH/HR) = 2.02 TOTAL STREAM AREA(ACRES) = 3.89 PEAK FLOb1' RATE(CFS) AT CONFLUENCE = 6.74 Y� FLOW PROCESS FROM NODE 11.01 TO NODE 11.00 IS CODE = 21 »»>RA.TIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]'•.2 INITIAL SUBAREA. FLOW -LENGTH = 250.00 UPSTREAM ELEVATION = 78.50 DOWNSTREAM ELEVATION = 68.92 ELEVATION DIFFERENCE = 9.58 TC = .393'[( 250.00"3)/( 9.58)]".2 = 6.862 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.858 SOIL CLASSIFICATION IS 'R" SINGLE-FA.MILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7793 SUBAREA RUNOFF(CFS) _ .96 TOTAL AREA(ACRES) = .43 TOTAL RUNOFF(CFS) _ .96 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 ----------------- ---- ------------------------------------- »»>COMPUTE STREETFLOW TRA.VELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 68.92 DOWNSTREAM ELEVATION = 59.54 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.91 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODbVIDTH(FEE T) = 10.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH.&VELOCITY = .84 STREETFLOW TRAVELTIME(MIN) = 3.28 TC(MIN) = 10.14 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.306 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7594 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFP(CFS) = 3.85 SIhMMED AREA(ACRES) = 2.63 TOTAL RUNOFF(CFS) = 4.81 ENC OF SUBAREA STREET.=LOW HYDRAULICS: DEPTH(FEET) = 35 HALFSTREET FLOODbVIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH -VELOCITY= 1.10 FLOW PROCESS FROM NODE 12 00 TO NODE 13.00 IS CODE = 8 -------------------------- --------------------------------------- »»>,ADDITION OF SUB" PEA TO MAINLINE PEAK FLOW««< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.306 SOIL CLASSIFICATION IS "B" SINGLE-FAiMILY(i /4 ACRE LOT) RUNOFF COEFFICIENT = .7594 SUBAREA AREA(ACRES) _ .88 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 3.51 TOTAL RUNOFF(CFS) = 6.35 TC(MIN) = 10.14 10 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 1 -------------------------- ---------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 10.14 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.74 12.86 2.023 3.89 2 6.35 10.14 2.306 3.51 .WARNING . ................................ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK PLOW RATE TABLE " STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.67 10.14 2.306 2 12.32 12.86 2.023 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 12.32 Tc(MIN.) = 12.86 TOTAL AREA(ACRES) = 7.40 FL0�A1 PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21 .0 INCH PIPE IS 14.2 INCHES PIPE: LOW VELOCITY(FEET/SEC.) = 7.1 - UPSTREAM NODE ELEVATION= 54.10 DOP/NSTREAiM NODE ELEVATION = 53 05 FLOWLENGTH(;FEET) = 105.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21 00 NUMBER OF PIPES = 1 PIPE; LOW THRU SUBAREA(CFS) = 12.32 TRAVEL TIiME(MIN.) _ .25 TC(MIN.) = 13.10 FLOW PROCESS FROM NODE 20.01 TO NODE 20.00 IS CODE = 21 »»>RA.TIOiNAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K-[(LENGTH^3)/(ELEVATION CHANGE)] --.2 INITIAL SUBAREA FLOW -LENGTH = 220.00 UPSTREAM ELEVATION = 78.50 tt DOWNSTREAM ELEVATION = 71.40 ELEVATION DIFFERENCE = 7.10 TC = .393`[( 220.00"3)/( 7.10)1".2 = 6.748 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.884 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7801 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) _ .49 TOTAL RUNOFF(CFS) = 1.10 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.10 Tc(MIN.) = 6.75 TOTAL AREA(ACRES) _ .49 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-91 .Advanced Engineering Software (aes) Ver. 5.9D Release Date: 5/09/91 Serial #9658 Analysis prepared by: ADKAN ENGINEERS 6830 AIRPORT DRIVE RIVERSIDE, CALIFORNIA 92504 OFFICE (71 4) 688-0241 FAX (714) 688-0599 ...... DESCRIPTION OF STUDY 100 YR STUDY REDHAWK TEMECULA/SOUTH OF 79 AND EAST OF 215 FILE NAME: 5755EEAZ.DAT TIME/DATE OF STUDY: 13:43 10/28/1999 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) _ .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.300 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 21 >>>>>RA.TIONAL METHOD INITIAL SUBAREA ANALYSIS««< A.SSUNIED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TO = K*[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW -LENGTH = 360.00 UPSTREAM ELEVATION = 73.10 DOWNSTREAM ELEVATION = 68.79 ELEVATION DIF=ERENCE = 4.31 TO = .393•[( 360.00"3)/( 4.31)]".2 = 10.019 100.00 YEAR RAINFALL NTEiNSITY(INCH/HOUR) = 3.479 SOIL CLASSIFICATION IS "D' SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8490 SUBAREA RUNOFF(CFS) = 6.14 TOTAL AREA(ACRES) = 2 08 TOTAL RUNOFF(CFS) = 6.14 ............................................................................ FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET: '_OW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 68.79 DOWNSTREAM ELEVATION = 59.41 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 15 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVELT6ME COMPUTED USING MEAN FLOW(CFS) = 7.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEE� = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1 .42 STREETFLOW TRAVELTIME(MIN) = 2.41 TC(MIN) = 12.43 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.090 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = 7861 SUBAREA A.REA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.91 SUMMED AREA(ACRES) = 328 TOTAL RUNOFF(CFS) = 9.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 16.24 FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH -VELOCITY = 1.54 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.090 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT =.7861 SUBAREA AREA(ACRES) _ .61 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 3.89 TOTAL RUNOFF(CFS) = 10.54 TC(MIN) = 12.43 FLCW PROCESS FROM NODE 3.00 TO NODE 14.00 IS CODE = 3 ----------------------- --------- --------------------- ------- »»>COMPUTE PIFEFLOW T,RAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 54.51 DOWNSTREAM NODE ELEVATION = 54.10 FLOWI-ENGTH(FEET) = 40.00 MANNING'S N = .013 ccTpiAATED PIPE DIAMETER(INCH) = 21 .00 NUMBER OF PIPES = 1 PIPE. L0W THRU SUBAREA(CFS) = 10.54 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 12.52 FLOb%1 PROCESS FROM NODE 3.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TO -AL NUMBER OF STREAMS = 2 ------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.52 RAINFALL INTENSITY(INCHjHR) = 3.08 TOTAL STREAM AREA(ACRES) = 3.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.54 At FLOW PROCESS FROM NODE 11.01 TO NODE 11.00 IS CODE = 21 --------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TO = K'[(LENGTH•'3)/(ELEVATION CHANGE)] --.2 INITIAL SUBAREA FLOW -LENGTH = 250.00 UPSTREAM ELEVATION = 78.50 DOWNSTREAM ELEVATION = 68.92 ELEVATION DIFFERENCE = 9.58 TO = .393-[( 250.00"3)/( 9.58)]".2 = 6.862 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.284 SOIL CLASSIFICATION IS 'E" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8116 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .43 TOTAL RUNOFF(CFS) = 1.50 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 ---------------------------------------------------- - »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 68.92 DOWNSTREAM ELEVATION = 59.54 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .018 OUTSIDE STREET CROSSFALL(DECIMAL) _ .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.61 STREETFLOW MODEL RESULTS: STREET FL OWDEPTH(FEET) _ .34 HALFSTREET FLOODWIDTH(FEET) = 12.20 ,VE it -E FLOW VELOCITY(FEE T/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY = 1.11 STREETFLObV TRAVELTiME(MIN) = 2.73 TC(MIN) = 9.59 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.565 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT =.7978 SUEAREA ARE A(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.26 SUMMED ARE" (ACRES) = 2.63 TOTAL RUNOFF(CFS) = 7.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEP-H(FEET) = 40 HALFSTREET FLOODWIDTH(FEET) = 15-66 FLOW VELOCI TY(FEET/SEC.) = 3.42 DEPTH'VELOCITY = 1.38 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 --------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.565 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY;1/4 ACRE LOT) RUNOFF COEFFICIENT =.7978 SUBAREA. .AREA.(ACRES) _ .88 SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 3,51 TOTAL RUNOFF(CFS) = 10.25 TC(:\,IIN) = 9.59 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 1 15 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 RAINFALL INTENSITY(INCH/HR) = 3.56 TOTAL STREAM AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.25 CONFLUENCE DATA " STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.54 1252 3-077 3.89 2 10.25 9.59 3.565 3.51 .................................WARNING,,,,,,,,,....,.,,.,,.,,...,,....,, IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE " STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.32 9.59 3.565 2 19.39 12.52 3.077 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.39 Tc(MIN.) = 12.52 TOTAL AREA(ACRES) = 7.40 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION = 54.10 DOWNSTREAM NODE ELEVATION = 53.05 FLOWLENGTH(FEET) = 105.00 MANNING'S N = .013 ESTIMATED PIPE DIAME T ER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPFFLOW THRU SUEAREA.(CFS) = 19.39 TRAVEL TIfvIE(iVIIN.) = .22 TC(MIN.) = 12.75 FLOW PROCESS FROM NODE 20.01 TO NODE 20.00 IS CODE = 21 --------------- ------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = :K'[(LENGTH"3)/(ELEVATION CHANGE)]' -.2 INITIAL SUBAREA FLOW -LENGTH = 220.00 UPSTREAM TION = 78.50 W^� DOWNSTREAM ELEVATION = 71 .40 DIFFERENCE= ELEVATION DIFFERENCE = 7.7.10 IIV TC = .393'[( 220.00"3)/( 7.10)]".2 = 6.748 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.324 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8122 SUBAREA RUNOFF(CFS) = 1 .72 TOTAL AREA(ACRES) _ .49 TOTAL RUNOFF(CFS) = 1.72 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.72 Tc(MIN.) = 6.75 TOTAL AREA(ACRES) _ .49 END OF RATIONAL METHOD ANALYSIS /Z 0 C u 0 k k (VAIL LIME) M�� Ir' 0 k k (VAIL LIME) M�� - .�K qq�r p ? `f'D rkTZ� - � -. 3 ��W _I, ..�. :.: �`�a 4wtt`t "'. -Y"ea• y (�v > !y; r-!!�, - .a.�00}i? '.y-�\+.��.- • �J"' R��1 i/ FTY/1.�F'!_.s, m _ � I I -i" t�"��U � � _- -. .��:; � �� ..� \C Ftaj+,'l a.. f..•. o.FcrP... F17 1 Ali � 1 �; '7+�� c.,�c� �f � y ! _� l � \.c��, > ! G � ice.`• rl J 1 _ � � `-� � -Q. "q\. I ''!` ;. ci�1.•.., r ✓:: 3k - r ,� { -0'R E T. __ 65° �S F 4ti t"- � R � � y i .l .�.L� L� •rrCC ♦ � �'W„ tet, — cf/ f'i -�� _i} � ,. 1 ,t' - �:-h:` s-. ,;�... _� r. r'. '�° �,..f k .�'--NK.� Z>i ' ✓ � �e"a ..:Ui }. RIVERSIDE COUNTY FLOOD CONTROL AND a _ WATER CONSERVATION DISTRICT 4c, P :, ---..t �`^ 2—YEAR-1—HOUR PRECIPITATION , s Y„_'mss �`-i �.��*..�- _ r r '._+_ � �.•. - •__ �Q, .n M pL a 1�\C R G rte. � � JA`N. fru yam• Y 1 J ♦ IYI� ti-kip�l '�I \ T of ATF D-4.3 �. �' 1v7Xt �� .��'• xi""� _ i ° � -.. ` .:bol w• � � b 1 fix' I i n�rry t ,1 �[� I i I T �-: , f, Y�S �� 1 ✓aa �!< a` ��c='_ T'� ! _ fw L' J} - Yi Y � �SrE •I 1 °^, - � ��, ` .W ' w �xJd �C yynn��Ir� a.' � ".rte � l- � � "•`- `"- = �� f '2 � zd.-" ��.-r .n .,` � I r we -.et r � ✓ t �:� t ' �: � '0t-Lf j.1 S Jr Y a•e � 5� -Ka f �t�n }� eq -sE °.. �l _ u' 4� ..CI ,� r ��-� .jest lwa_ -�`. L ✓Z l p .A'✓ z . ' S -�- L\\/ I - ,111 `.Y �+ 4SN`. \ J.._ � -• l � ^y"'_ 1•L' .•� [ � C/'PJ i i V� .._�-+�� I--_ � is C/ � �1 � � LL. ��-� RIVERSIDE COUNTY FLOOD CONTROL- A N D WATER CONSERVATION DISTRICTS 100-YEAR-]-HOUR PRECIPITATION PLATE 0-4.4 �76 155. 7 V y(7 744 — 1 Z4 ZN A 5,"' ?q 7-� LN 0T . AN RIVERSIDE COUNTY FLOOD CONTROL Ano WATER CONSERVATION DISTRICT SLOPE OF INTENSITY DURATION CURVE ZN I L DI A7, C n -A a pplE OK M 0 muloGr3 umas%-UN[ECE4 GLapLQCOVUIEQ3 L HEO GLQ4GGtl &Q35H nHZ%jIYQ3oQ3 A D K A N E N G I N E E R S engineering * planning * surveying S T R E E T C A P A C I T Y PROJECT: TR. 28980 FILENAME: BEAZER HOMES DATE: 11/02/99 C A L C U L A T I O N S INPUT cross-sectional data of proposed street Distance, centerline to R/W . . . . . . . . . Distance, centerline to curb face . . . . . . Distance, centerline to grade break . . . . . s slope, centerline to grade break . . . . . Distance, grade break to gutter lip . . . . . "s slope, grade break to gutter lip . . . . . Gutter width . . . . . . . . . . . . . . . . . Gutter hike . . . . . . . . . . . . . . . . . . Curb height . . . . . . . . . . . . . . . . . . Distance, curbface to R/W . . . . . . . . . . slope, curbface to R/W . . . . . . . . . . Mannings Friction Factor . . . . . . . . . . . J.N.: 5755 AGENCY: STD. No.: xl = 30.00 -0.026 feet x2 = 20.00 to feet X3 = 12.00 to feet S3 = 1.75 3 1/4 crown x4 = 6.50 feet feet s4 = 1.75 21.7 (cfs) X5 = 1.50 0.30 feet YS = 1.80 gutter lip inches Y6 = 6.00 ---------- inches x7 = 10.00 ------- feet s7 = 2.00 ---___- ; n = 0.020 -0.500 OUTPUT vertical offset from TC, 1/2 street areas and flow calculations STREET 1/2 STREET FULL STREET C centerline -0.026 sq.ft. feet SLOPES to TC to RW to TC to RW 3 1/4 crown -0.236 feet (°s) A aS = (cfs) 21.7 (cfs) 61.9 (cfs) 0.30 (cfs) sq.ft. a gutter lip -0.350 23.0 feet ---------- ---- ------- ------- ---___- 69.2 flowline -0.500 feet 0.50 5.50 7.7 25.4 21.9 72.6 15.3 50.9 43.8 145.2 C street R/W 0.200 26.6 feet 1.00 10.8 31.0 21.7 61.9 W.S. @ T.C. = 20.000 flow width 1.50 7.00 13.3 28.7 37.9 81.9 26.6 57.4 75.8 163.8 W.S. @ R/W = 20.000 29.7 flow width 2.00 15.3 43.8 30.7 87.6 ** negative indicates below TC ** 2.50 17.1 49 0 34 3 97 9 al = 1.58 16.8 sq.ft. 53.6 A a2 = 1.91 sq.ft. F, a3 = 0.64 20.3 sq.ft. 57.9 E a4 = 2.40 sq.ft. A aS = 1.30 21.7 sq.ft. 61.9 S a6 = 0.30 sq.ft. a7 = 1.00 23.0 sq.ft. 65.7 1/2 St. capacity to top of curb(TC) "Q" _ (1.486/n)*A*R'2/3*S-1/2 n = 0.020 A = 4.122 R-2/3 = (A/WP)-2/3 = 0.35 "Q" = S-1/2 * 108.46 1/2 St. capacity to right-of-way(R/W) "Q" _ (1.486/n)*A*R-2/3*S^1/2 n = 0.020 A = 9.12 R^2/3 = (A/WP)"2/3 = 0.46 "Q" = S-1/2 * 309.60 3.00 16.8 53.6 37.6 107.2 3.50 20.3 57.9 40.6 115.8 4.00 21.7 61.9 43.4 123.8 4.50 23.0 65.7 46.0 131.4 5.00 24.3 69.2 48.5 138.5 5.50 25.4 72.6 50.9 145.2 6.00 26.6 75.8 53.1 151.7 6.50 27.7 78.9 55.3 157.9 7.00 28.7 81.9 57.4 163.8 7.50 29.7 84.8 59.4 169.6 8.00 30.7 87.6 61.4 175.1 8.50 31.6 90.3 63.2 180.5 9.00 32.5 92.9 65.1 185.8 9.50 33.4 95.4 66.9 190.9 10.00 34.3 97.9 68.6 195.6 11.00 36.0 102.7 71.9 205.4 12.00 37.6 107.2 75.1 214.5 13.00 39.1 111.6 78.2 22_3.3 14.00 40.6 115.8 81.2 231.7 15.00 42.0 119.9 84.0 239.8 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 0.0 0.0 A D K A N E N G I N E E R S engineering * planning * surveying C A T C H B A S I N S I Z I N G W O R K S H E E T 12 0.0 0.0 0.0 0.0 13 0.0 0.0 0.0 0.0 14 0.0 0.0 0.0 0.0 ------------------------------------------------- -- W O R K S H E E T N O T E S (1) Catch Basin capacities are calculated per the following; (a) for sump C.B. (S= 0) "Q" = 4.3*curb height*W*D"0.6 from: "Design Manual, Hydraulic", LACFCD, March 1982 (plate D-26) (b) for street slope (S<= 0.40) "Q" = 3.02*W-0.80*D-1.5 from: "Hwy. Design Manual Instructions", LA Co. Road Dept. (2.6-0653) (c) for street slope (S> 0.40) "q" = 3.12*W-0.85*D-1.5 from: "Hwy. Design Manual Instructions", LA Co. Road Dept. (2.6-0653) (2) "Q" flow -by = Total "Q" at catch basin less "Q" entering basin -iXo� F� 90 PROJECT: J.N.: CLIENT: FILENAME: DATE: 10/29/99 By: PROPOSED STREET ---------------------------------- FLOW DESIGN DATA CALC'D CATCH BASIN CAPACITIES refer to project's hydrology study ------------------------------ 10 year 1 100 year 10 year 1 100 year --------------------------- S ---------------------------- CURB ST. (1) (2) (1) (2) U CB Q D Q D HT. SLOPE C.B. "Q" "Q" "Q" "Q" M No (cfs) (ft.) (cfs) (ft.) (") (g) "W" in f -by in f -by P 1 5.0 0.9 10.5 0.9 6 0.0 7 14.1 0.0 14.1 0.0 2 0.0 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 5 0.0 0.0 0.0 0.0 6 0.0 0.0 0.0 0.0 7 0.0 0.0 0.0 0.0 8 0.0 0.0 0.0 0.0 9 0.0 0.0 0.0 0.0 10 0.0 0.0 0.0 0.0 11 0.0 0.0 0.0 0.0 12 0.0 0.0 0.0 0.0 13 0.0 0.0 0.0 0.0 14 0.0 0.0 0.0 0.0 ------------------------------------------------- -- W O R K S H E E T N O T E S (1) Catch Basin capacities are calculated per the following; (a) for sump C.B. (S= 0) "Q" = 4.3*curb height*W*D"0.6 from: "Design Manual, Hydraulic", LACFCD, March 1982 (plate D-26) (b) for street slope (S<= 0.40) "Q" = 3.02*W-0.80*D-1.5 from: "Hwy. Design Manual Instructions", LA Co. Road Dept. (2.6-0653) (c) for street slope (S> 0.40) "q" = 3.12*W-0.85*D-1.5 from: "Hwy. Design Manual Instructions", LA Co. Road Dept. (2.6-0653) (2) "Q" flow -by = Total "Q" at catch basin less "Q" entering basin -iXo� F� 90 FILE: BEAZ.WSW W S P G W - EDIT LISTING - Version 12.9 Date:11-23-1999 Time:10:54:23 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHIN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 WSPGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2)S - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ' ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1144.300 1 1144.300 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1109-980 1153.480 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION , , U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1114.060 1153.760 1 1 0 .014 8.600 .000 1153.800 .000 .000 .000 RADIUS ANGLE ELEMENT NO 4 IS A REACH .000 .000 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1156.330 1154.400 1 .014 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS , U/S DATA STATION INVERT SECT W S ELEV 1156.330 1154.400 1 1154.400 FILE: BEAZ.WSW W S P G W- CIVILDESIGN Version 12.9 For: ADKAN Engineers, Riverside, California - S/N 561 PAGE 1 WATER SURFACE PROFILE LISTING Date:11-23-1999 Time:10:54:35 Invert 1 Depth Water 0 1 Vel Vel 1 Energy 1 Super 1 Critical I Flow Top I HeighVl Base Wtl •�+tNo Wth* •y•fej Station 1 Elev I (FT) Elev (CFS) I(FPS) Head 1 Grd.EI.l Elev 1 Depth I Width )Dia.-FTIor I.D.1 ZL 1Prs/Pip -I- -I- -I- + -I- -I- -I- -I L/Elem 1Ch Slope SFAvel HF ISE Dpthl Froude NJ Norm Op I "N" 1 X-Fall1 ZR TypeCh 1000.000 1144.300 .789 1145.089 19.40 16.85 4.41 1149.50 .00 1.58 1.95 2.000 .000 .00 1 .0 -I -I- -I- -I- -I- �` -I- -I- -I- -I- -1- 32.317 .0835 .0760 2.46 .79 3.87 .78 .014 .00 .00 PIPE 1032.317 11146.998 .806 11147,804 119.401 16.36 4.15 1151.96 .00 1.58 1.96 2.000 .000 .00 1 .0 23.255 .0835 .0685 1.59 .81 3.71 .78 .014 .00 .00 PIPE I I I I I I I i I i I 1 1 1055.572 1148.939 .836 1149.774 19.40 15.60 3.78 1153.55 .00 1.58 1.97 2.000 .000 .00 1 .0 13.408 .C835 .0602 .81 .84 3.46 .78 .014 .00 .00 PIPE 1068.980 1150.058 .867 1150.924 19.40 14.87 3.43 1154.36 .00 1.58 1.98 2.000 .000 .00 1 .0 -I-I- -I- + -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.147 .0835 .0528 .48 .87 3.23 .78 .014 .00 .00 PIPE 1078.1150.821 .899 11 1 51,720 (19.401 14.118 3. 127 1 12 1154.84 .00 1.58 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I 1 6.760 .0835 .0464 .31 .90 3.01 .78 .014 .00 .00 PIPE 1084.1151.385 .932 11 1 52.318 119.401 13.52 2.84 11 887 1 55.16 .00 1.58 2.00 2.000 .000 .00 1 .0 5.230 + _1 -1- + -1- + + -1- -1- -1- -1- '1- 1' .0409 .21 .93 2.81 .78 .014 .00 .00 PIPE I I I I I I I I I I i I I 1090.117 1151.822 .967 1152.789 19.40 12.89 2.58 1155.37 .00 1.58 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1 4.163 .0835 .0360 .15 .97 2.62 .78 .014 .00 .00 PIPE 11 1 1 I 1 1 I I I I I i 1094.280 1152.170 1.004 1153.173 19.40 12.29 2.35 1155.52 .00 1.55 2.00 2.000 .000 .00 1 .0 3.370 A835 -1 1 1 -I- _1_ _1_ _I_ _1_ _i_ _I_ _I_ I- 3.370 .11 1.00 2.44 .78 .014 .00 .00 PIPE I I I I I I I I I I I i I rv'5 1097.651 1152.451 2.760 .0835 I I 1100.410 1152.681 2.270 .0835 I I 1102.681 1152.871 1.866 .0835 I I I 1104.548 1153.027 _i_ 1_ _1_ 1.526 .0835 1106.074 1153.154 -I- -I- -1- 1.234 .0835 1 1 1 1107.308 1153.257 .976 .0835 1 I I 1108. 285 1 153.339 -I- I 1 .741 .0835 I I I 1109.026 1153.400 II + .527 .0835 I I 1 1109.553 1153.444 -I- I + .318 .0835 f I 1 1109.870 1153.471 -I- + .110 .0835 i I I 1109.980 1153.480 -I- -I- + JUNCT STR .0686 I I 1114.060 1153.760 I -I- + 14.975 .0151 1129.035 1153.987 _I_ _I_ I_ 13.086 .0151 I I I 1142.121 1154.185 1 -I- -I- I 6.865 .0151 I I i 1148.986 1154.289 1 -I- -I- + 5.306 .0151 1 1 1154.292 1154.369 1. 2.038 .0151 I I I 1156.330 1 154.4 00 1. 1.042 1153.493 1940. 11.72 2.13 1155.63 .00 1.58 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -1- -I- -1- I- .0279 .08 1.04 2.27 .78 .014 .00 .00 PIPE I I I I I I I I I 1 1.083 1153.764 19.40 11.17 1.94 1155.70 .00 1.58 1.99 2.000 .000 .00 1 .0 I I -I- -I- -I- -I- -I- -I- -I- 1- .0246 .06 1.08 2.11 .78 .014 .00 .00 PIPE I I I I 1.126 1153.996 19.40 10.65 I 1 I .76 1 I 155.76 I .00 I I 1.58 1.98 2.000 .000 .00 1 .0 -I- I -1- -I- -I- -I- -I- -I- -I- I- .0217 .04 1.13 1.96 .78 .014 .00 .00 PIPE I I I I I I I I I I 1.170 1154.197 19.40 10.16 1.60 1155.80 .00 1.58 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0192 .03 1.17 1.82 .78 .014 .00 .00 PIPE I I I I I I I I 1 1 1.218 1154.372 19.40 9.68 1.46 1155.83 .00 - 1.58 1.95 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- 1- .0170 .02 1.22 1.68 .78 .014 .00 .00 PIPE I I I I I I I I I I 1.268 1154.525 19.40 9.23 1.32 1155.85 .00 1.58 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0151 .01 1.27 1.56 .78 .014 .00 .00 PIPE I I I I I I I I 1 1 1.322 1154.661 19.40 8.80 1.20 1155.86 .00 1.58 1.89 2.000 .000 .00 1 .0 _I_ I_ _I- -I- -I- -I- -I- -I- -I- -I- I- .0134 .01 1.32 1.44 .78 .014 .00 .00 PIPE I I I I I I I i I I 1.380 1154.780 19.40 8.39 1.09 1155.87 .00 1.58 1.85 2.000 .000 .00 1 .0 _I_ _1_ _1_ _I- -I- -I- -I- -I- -I- -I- I- .0120 .01 1.38 1.32 .78 .014 .00 .00 PIPE 11441 11154.886 119.40 8.00 .99 11155.88 .00 11.58 1.79 2.000 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- I- .0107 .00 1.44 1.21 .78 .014 .00 .00 PIPE I I I I I I I I 1 1 1.509 1154.979 19.40 7.63 .90 1155.88 .00 1.58 1.72 2.000 .000 .00 1 .0 -I' + -I- -I- -I- -I- -I- -I- -I- -I- I- .0096 .00 1.51 1.11 .78 .014 .00 .00 PIPE I I I I I I I I 1 1 1.584 1155.064 19.40 7.27 .82 1155.88 .00 1.58 1.62 2.000 .000 .00 1 .0 -I- -I- + -I- -I- -I- -I- + -I- -I- 1- .0059 .02 1.58 1.00 .014 .00 .00 PIPE I I I I I I I I 1 1 2.187 1155.947 10.80 3.44 .18 1156.13 .00 1.18 .00 2.000 .000 .CO 1 .0 I I -I- I I I -I- -I- -1' I 1 .0026 .04 I 2 I I .19 .00 .90 .014 .00 .00 PIPE I I I i I I 2.000 1155.987 10.80 3.44 .18 1156.17 .00 1.18 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I' -1- -I - I I I 1 .0025 .03 I 2.00 I I .00 .90 .014 .00 .00 PIPE I I I I .815 1155.999 10.80 3.61 .20 1156.20 .00 1.18 1.16 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0024 .02 1.81 .40 .90 .014 .00 .00 PIPE •707 11155.996 110.80 3.78 .22 11156.22 .00 11.18 1.41 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- I- .0026 .01 1.71 .47 .90 .014 .00 .00 PIPE I I I I I I I I 1 1 618 1155.987 10.80 3.97 .24 1156.23 .00 1.18 1.57 2.000 .000 .00 1 .0 I_ _I_ -I_ -I- -I- -I- -I- -I- -I- -I- 1- .0028 .01 1.62 .53 .90 .014 .00 .00 PIPE 582 11155.983 110.80 4.05 .25 11156.24 .00 11.18 1.63 2.000 .000 .00 1 .0 I i I -I- -I- -I- -I- -I- -I- 1 a, M,