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LQ Community Park�. �' ,� � , *� wb' �� \,. �� 5 A � • t V. rY rOO� EAR J� }HYDROLOGY & .HYDRAULIC REPORT s�* k Lk�;,.Wl TA`COMMIlN/TY,PARK1 ' CI T,Y� OFILA QUINTA;, �.,RI VERSIDE ,CALIFORNIA .COUNTY;` r; Y; H O j 076 -ZP = 304 OCTOBER` 12, ,2001 REVISED 22, 2001 .� ,OCTOBER - r ' QRgFESSIp�A . F.'AYj Fy •, `� No.30924 � Z p • - Expiration m W T D: 03 -31 -04 r CIv1v - t OF Cp,�, \tA 1 r• ` HUITTZOLM 430 EXCHANGE, SUITE 200.♦ IRVINE, CA 92602 ♦ 714/734 -5100 FAX 714/734 -5155 + f. m /tusn /10- 0736- 04 /misc /ctt /hhrpt /cove{r /10- 12- 01 /lm7 5 LA QUINTA COMMUNITY PARK ' TABLE OF CONTENTS -. - 1. Description _ ' 2.: Vicinity Map 3. 100 Year Hydrology Calculations 1 4. Hydraulic Calculations for Line "A" and Lateral "A -1 5. Inlet Calculations 6. Retention Basin Calculation 7. Hydrology Map and Reference Material HU Tf-ODUARS _ m /turn /10- 0736- 04 /misGcft/hhrpt1toc/10- 12 -01 /Im LA QUINTA COMMUNITY PARK I. Introduction This drainage report is for a proposed storm drain serving proposed .La'Quinta Community Park located in the City of La Quinta, County of Riverside. II. Purpose The purpose of this report is to determine on -site peak run -off ' rates for the La Quinta Community Park site and to determine the., hydraulic performance of the proposed drainage facilities. In addition, to determining off -site peak run -off for tributary area of Westward Ho Drive, which is adjacent to the site, the proposed catch basin will capture all the off -site street flow. s r ' III. Watershed Description The entire watershed is known as La Quinta Community Park. The watershed is bounded by Miles Avenue to the north, Dune Palms ' Road to the east,, Adams Street to the west and Westward Ho Drive to the south. The site is located in the City of La Quinta, County of Riverside. Per Riverside . County Flood 'Control . and Water Conservation District (RCFC & WCD), because the soil type is not clearly identified, soil Type D is conservatively selected for this study. ' IV. Methodology . The methodology used to determine the peak run -off for the 100 -year recurrence interval is per the Riverside County Hydrology" ' Manual. The inlet calculations were performed using AES Hele 1 software. The pipe hydraulics were performed utilizing Los Angeles County Flood Control District WSPG Software. HUnT- ZDUARS '' m/tusn/1 0-0736-04/misc/cft/hhrpt/text/1 0-04-01/im LA QUINTA COMMUNITY PARK Discussion of Retention Basin Calculations The proposed 'La Quinta Community Park playfields are ' intended to detain to a retention basin in the northwest corner of the site. Only playfields will be tributary to this proposed retention basin. The retention basin has been designed for the 100 -year recurrence interval with a storm duration of 24 hours. The calculations neglect ' evapotransporation of the storm water during the storm event, therefore the volume of .runoff is equal to the volume of rainfall. The retention basin is proposed to drain via percolation. The results of a double ring storm water percolation test are included in Section 6 of this report. The safety factor was determined by dividing the allowable drain time by the drain time calculated using the measured percolation rate. The percolation rate safety factor is 5. V. Summary The on -site hydrology is a detailed hydrology of the drainage for t the 18.0 -acre project site. The results of this analysis verified the ' competence of the proposed drainage system to capture and deliver all calculated 100 -year. peak flow from the proposed on -site drainage area. Moreover, the proposed facilities as shown on the precise grading plans are also adequate to provide 100 -year flood protection. , - The following parameters were used to develop the hydrology study ' - for the on -site system: ' Frequencies = 100 -year Rainfall = Riverside County Point Precipitation Data . ' Soil Type = D Development Type = Park and Parking Lots Site Area = 18.0 acres 3 Hurrr -��s ' m /tusn /10- 0736- 04 /misc /grGhhrpUtexU10- 04 -01 /Im l�TgTF 70 42ND AVE. . o Q 0 Qf WARING DR. AVE. w Q U) J Q z 0 � N w WESTWARD HO w DRIVE � z w 0 /. ; "Tv VICINITY MAP NOT TO SCALE r —�- I N D I O in HUITT ZOLIARS Jr FIGURE "UMftCA ` LADE�A F *,RANCH ' 15101 Red F� Avemle, iW1Yti CA OZ780 (714) 2bp -7'000 L:\10073604\EX\0367REOl.DWG 10 -4 -01 10:08:17 am pst ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -94 Advanced Engineering Software (aes) ' Ver. 1.5A Release Date: 3/16/94 License ID 1202 . Analysis prepared by: ' HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 ' PHONE (714) 259 =7900 * fax (714) 259 -0210 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDROLOGY STUDY (CITY OF LAQUINTA) ' * 100 YRS STORM EVENTS * -JN. 10073604 FILE NAME: LAQUINTA.DAT TIME /DATE OF STUDY: 16:42 10/ 9/2001 ---------- -------------------------------------------------------------------- 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 _ .90 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 ' 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE _ .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE _ .5796024 ' COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 ' 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 100.00 TO NODE 102.00 IS CODE = 21 --------------------- -------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 247.00 ' UPSTREAM ELEVATION = 280.85 DOWNSTREAM ELEVATION = 274.30 ELEVATION DIFFERENCE = 6.55 TC = *.937 *[( 247.00 * *3) /( 6.55)] * *.2 = 17.551 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.262 SOIL CLASSIFICATION IS "D" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7921 SUBAREA RUNOFF(CFS) _ 1.62 TOTAL AREA(ACRES) _ .63 TOTAL RUNOFF(CFS) = 1.62' FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 -------=-------------------------------------------------------------------- ' - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS <<<<<-- ---------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM _ DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER ' TC ='K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 292.00 UPSTREAM ELEVATION = 279.00 DOWNSTREAM ELEVATION = 273.40 ' ELEVATION DIFFERENCE = 5.60 TC = .937 *[( 292.00 * *3) /( 5.60)] * *.2 = 20.022 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.023 ' SOIL CLASSIFICATION.IS " -D" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7846 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) _ .68 TOTAL RUNOFF(CFS) = 1.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - -- 30000 -TO- NODE - -- 30200 -IS- CODE-=-- 21 - - - - -- - -- ' »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --=--------------------------------------------=---------------------------- ---------------------------------------------------------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 327.00' ' UPSTREAM ELEVATION = 278.10 4 DOWNSTREAM ELEVATION = 275.67 i. ELEVATION DIFFERENCE = 2.43 ' TC =• .303 *[( 327.00 * *3) /( - 2.43)] * *.2 8.188 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.075 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8928 ' SUBAREA RUNOFF(CFS) = 5.41 TOTAL AREA(ACRES) 1.20' TOTAL RUNOFF(CFS) = 5.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 3 ---------------------------------------------------------------------------- ' >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 273.17 ' DOWNSTREAM NODE ELEVATION = 272.80 I I n FLOWLENGTH(FEET) = 36.52 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.41 TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 8.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.038 SOIL CLASSIFICATION IS "D" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8927 SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .58 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 6.00 TC(MIN) = 8.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 304.00 TO NODE 306.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION = 272.70 DOWNSTREAM NODE ELEVATION = 270.52 FLOWLENGTH(FEET) = 217.46 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.00 TRAVEL TIME(MIN.) _ .61 TC(MIN.).= 8.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 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.) = 8.91 RAINFALL INTENSITY(INCH /HR) = 4.83 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 306.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH = 231.00 UPSTREAM ELEVATION = 278.28 DOWNSTREAM ELEVATION = 273.55 ELEVATION DIFFERENCE = 4.73 TC = .303 *(( 231.00 * *3) /( 4.73)] * *.2 = 5.818 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.187 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8940 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 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.) = 5.82 RAINFALL INTENSITY(INCH /HR) = 6.19 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.00 8.91 4.833 1.33 2 2.78 5.82 6.187 .50 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 6.70 5.82 6.187 2 8.17 8.91 4.833 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.17 Tc(MIN.) = 8.91 TOTAL AREA(ACRES) = 1.83 ' - -FLOW- PROCESS - FROM - NODE - -- 30600 -TO- NODE - -- 30800 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION = 270.42 DOWNSTREAM NODE ELEVATION = 267.40 FLOWLENGTH(FEET) = 301:90 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) _ 18.00 NUMBER OF'PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 8.17 TRAVEL TIME(MIN.) _ .80 TC(MIN.) _ : 9.71 FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 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.) = 9.71 RAINFALL INTENSITY(INCH /HR) = 4.60 TOTAL STREAM AREA(ACRES) = 1.83 ' PEAK FLOW RATE(CFS) AT,CONFLUENCE = 8.17 - -FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 t INITIAL SUBAREA FLOW - LENGTH = 302.00 UPSTREAM ELEVATION = 274.71 DOWNSTREAM ELEVATION = 271.60 ELEVATION DIFFERENCE = 3.11 ' TC = .303 *[( 302.00 * *3) /( 3.11)] * *.2 = 7.431 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.369 SOIL CLASSIFICATION IS "D" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8931 SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) _ .75 TOTAL RUNOFF.(CFS) = 3.62 FLOW PROCESS FROM NODE 502.00 TO NODE 308.00 IS CODE = 3 ---------------------------------------------------------------------------- ' » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE.FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH'OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 268.75 DOWNSTREAM NODE'ELEVATION = 267.82 FLOWLENGTH(FEET.) = 58.02 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU S.UBAREA(CFS) = 3.62 ' TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 7.59 FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 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.) = 7.59 RAINFALL INTENSITY(INCH /HR) = 5.30 TOTAL STREAM AREA(ACRES) _ .75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.17 9.71 4.599 1.83 2 3.62 7.59 5.304 .75 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 10.00 7.59 5.304 2 11.31 9.71 4.599 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 11.31 Tc(MIN.) = 9.71 TOTAL AREA(ACRES) = 2.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 3 ---------------------------------------------------------------------------- ' » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ---------------------------------------------------------------------- - - - - -- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.3 UPSTREAM NODE ELEVATION = 267.15 DOWNSTREAM NODE ELEVATION = 258.25 FLOWLENGTH(FEET) = 24.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.31 ' TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 9.72 FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< i � TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.72 RAINFALL INTENSITY(INCH /HR) = 4.59 TOTAL.STREAM AREA(ACRES) = 2.58 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 11.31 FLOW PROCESS FROM NODE 600.00 TO NODE • 310.00 IS CODE = 21 --------------------------------------------------------------- - - - -�, ' ' » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < .ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = K* "[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 235.00 ' I UPSTREAM ELEVATION = 273.12 x DOWNSTREAM ELEVATION = 272.16 ELEVATION DIFFERENCE = .96 ' TC = 303 *[( 235.00 * *3) /( .96)] * *.2 = 8.087 �+ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.112 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8928 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) _ .65 TOTAL'RUNOFF(CFS) = 2.98 FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 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' 8.09 RAINFALL INTENSITY(INCH /HR) = 5.11 ' TOTAL STREAM AREA(ACRES) = 65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.98 ** CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR), (ACRE). 1 11.31 9.72 4.594 2.58 ' 2 2.98 8.09 5.112 .65 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 I CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK.FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY -NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.39 8.09 5.112 ' 2 13.99 9.72 4.594' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS :, PEAK FLOW RATE(CFS) = 13.99 TC(MIN:) = 9.72 TOTAL AREA(ACRES) = 3.24 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) 13.99 Tc(MIN.) _ X9.72 �TOTAL,AREA(ACRES) = 3.24 ' END OF RATIONAL'METHOD ANALYSIS r 1 LA QUINTA COMMUNITY PARK 1 1 1 HYDRAULIC CALCULATIONS FOR LINE "A" AND LATERAL . A -1 Hurrr -a��s 1 m /tusn /10- 0736 -04 /mist /grGhh rpt/dividers /10 -04 -01 /Im , T1 LAQUINTA COMMUNITY PARK ( RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS T2 STORM DRAIN•LINE "A" 10/03/2001 T3 100 -YEAR STORM EVENT FILE NAME LINEASD.WSP LINEASD.QQQ LINEASD.OUT SO 1000.00 258.25 18 .013 260.27 R 1024.00 264.13 18 .013 JX 1026.39 264.38 15 10 .013 2.68 264.69 45.00 R 1.328.29 270.42 15 .013 JX 1331.79 270.52 15 10 .013 2.46 270".92 90.00 ' •R JX .1549.25 1552.42 272.70 272.80 15 15 10 .013 .013 0.76 273.20 90.00 R 1588.94 273.17 15 .013 SH 1588.94 273.17 15 < CD 8 4 0.67 ' CD 10 4' 0.83 CD 12 4, 1.0 CD CD 15 4 18 4�. 1.25 1.5 CD 24 4 2.0 CD 30 4 2.5 CD 36 4 3.0 CD 42 4 3.5 CD 48 4 4.0 ` CD 54 4 4.5 CD '60 4 5.0 CD 64 4 5.33 0 Q 5.41 v 7 DATE: 10/10/2001 TIME: 9:45 F0515P WATER SURFACE PROFILE — "CHANNEL DEFINITION LISTING PAGE 1 .CARD SECT CHN 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 PIERS WIDTH DIAMETER WIDTH DROP CD 8 4 0.67 CD 10 4 0.83 . CD 12 4 1.00 CD 15 4 1.25 CD 18 4 1.50 CD '24 4 2.00 CD 30 4 2.50. CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 54 4' 4.50 CD 60 4 5.00 " CD 64 4 5.33 F 0 5 1 5 P PAGE NO 3, WATER SURFACE PROFILE — TITLE CARD LISTING HEADING LINE NO 1 IS — LAQUINTA COMMUNITY PARK ( RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS HEADING LINE NO 2 IS — STORM DRAIN LINE "A" 10/03/2001 HEADING LINE NO 3 IS — 100 —YEAR STORM EVENT FILE NAME LINEASD.WSP LINEASD.QQQ LINEASD.OUT c F 0 5 1 5 P 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 1000.00 258.25 18 260.27 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.00 264.13 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1026.39 264.38 15 10 0 0.013 2.7 0.0 264.69 0.00 45.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1328.29 270.42 15 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT L'AT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1331.79 270.52 15 10 0 0.013 2.5 0.0 270.92 0.00 90.00 0.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1549.25. 272.70 15 0.013 0.00 0.00 0.00 0 ELEMENT.NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1552.42 272.80 15 10 0 0.013 0.8 0.0 273.20 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1588.94 273.17 15 0.013 0.00 0:00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1588.94 273.17 15 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: WILLIAMSON & SCHMID. F0515P PAGE 1 , WATER SURFACE PROFILE LISTING LAQUINTA COMMUNITY PARK ( RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS STORM DRAIN LINE "A" 10/03/2001 100 -YEAR STORM EVENT FILE NAME LINEASD.WSP LINEASD.QQQ LINEASD.OUT STATION INVERT -DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ 'BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1000.00 258.25 0.562 258.812 11.4 18.87 5.532 264.344 0.00 1.289 1.50 0.00 0.00 0 0.00 2.67 0.24500 .126943 0.34 0.480 0.00 1002.67 258.90 0.574 259.479 11.4 18.30 5.199 264.678 0.00 1.289 1.50 0.00 0.00 0 0.00 . 3.47 0.24500 .114307 0.40 0.480 0.00 1006.14 259.75 0.595 260.348 11.4 17.46 4.733 265.081 0.00 1.289 1.50 0.00 0.00 0 0.00' 2.82 0.29500 .100291 0.28 0.980 0.00 1008.96 260.45 0.616 261.062 11.4 .16:64 4.301 265.363 0.00 1.289 1.50 0.00 0.00 0 0.00 2.35 0.24500 .088032 0.21 0.480 0.00 1011.31 261.02 0.639 261.660 11.4 15.88 3.914 265.574 0.00 1.289 1.50 0.00 0.00 0 0.00 1.98 0.24500 .077320 0.15 0.480 0.00 1013.29 261.51 0.662 262.169 11.4' 15.19 3.559 265.728 0.00 1.289 1.50 0.00 0.00 0 0.00 1.69 0.24500 .067937 0.11 0.480 0.00 1014.98 261.92 0.687 262.607 11.4 14.43 3.233 265.840 0.00 1.289 1.50 0.00 0.00 0 0.00 1.45 0.24500 .059759 0.09 0.480 0.00 1016.43 262.27 0.713 262.987 11.4 13.75 2.936 265.923 0.00 1.289 1.50 0.00 0.00 0 0.00 1.24 0.24500 .052587 0.07 0.480 0.00 1017.67 262.58 0.740 263.320 11.4 13.12 2.672 265.992 0.00 1.289 1.50 0.00 0.00 0 0.00 1.09 0.24500 .046293 0.05 0.480 0.00 1018.76 262.85 0.768 263.613 11.4 12.51 2.432 266.045 .0.00 .1.289 1.50 0.00 0.00 0 0.00, 0.93 0.24500 .040789 0.04 0.480 0.00 1019.69 263.07 0.798 263.872 11.4 11.92 2.208 266.080 0.00 1.289 1.50 0.00 0.00 0 0.00 0.81 0.24500 .035973 0.03 0.480 0.00 ' W LICENSEE: WILLIAMSON & SCHMID F0515P PAGE 2 WATER SURFACE PROFILE LISTING LAQUINTA COMMUNITY PARK ( RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS STORM DRAIN LINE "A "' T 10/03/2001' 100 -YEAR STORM EVENT FILE NAME LINEASD.WSP LINEASD.QQQ,LINEASD.OUT STATION INVERT DEPTH W.S. Q r VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV r HEAD GRD.EL. ELEV DEPTH DIA - ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1020.50 .263.27 0.829 264.102 11.4 11.37 2.006. 266.108 0.00 1.289 1.50 0.00 0.00 0 0.00 0.70 0.24500 .031754 0.02 0.480 0.00 ' 1021.20 263.44 0.862 264.307 11.4 10.84 1.823 266.130 0.00 1.289 1.50 0.00 0.00 0 0.00 0.61 0.24500' .028068 0.02 0.480. 0.00 �. 1021.81 263.59 0.897 264.490 11.4 10.34 1.659 266.149 0.00 1.289 1.50 0.00 0.00 0 0.00 0.52 0.24500 .024833 0.01 s 0.480 0.00 1022.33: 263.72 0.933 .264.654 11.4 9.85 .1.507 266.161 0.00 1.289 1.50 0.00. 0.00 0 0.00 0:43 0.24500 .022011 0.01 0.480 0.00, 1022.76 263.83 0.973 264.800 11.4 9.40 1.372 266.172 0.00 1.289 ' 1.50 0.00 0.00 0 0.00 0.38 0.24500 .019550 0.01 0.480 0.00 1023.14 263.92 1.014 264.932 11.4 8.96 1.247 266.179 0.00 1:289 1.50 0.00 0.00 0 0.00 0.30 0.24500 C .017398 0.01 0.480 0.00 1023.99 263.99 1:059 265.051 11.4 8.55 1.134 266.185 0.00 1.289 1.50 0.00 0.00 0 0.00 0.23 0.24500 .015539 0.00 0.480 0.00 1023.67 264.05 1.108 265.157 11.4 8.14 1.030 266.187 0.00 1.289 1.50 0.00 0.00 0 0.00 0.18 0.24500 .013935 0.00 0.480 0.00 1023.85 264.09 1.161 265.253 11.4 7.77 0.936 266.189 0.00 1.289 1.50 0.00, 0.00 0 0.00 0.11 0.24500 .012565 0.00 0.480 0.00 1023.96 264.12 1.220 265.340 11.4 7.40 0.851 266.191 0.00 1.289 1.50 0.00 0.00 0 0.00 0.04 0.24500 .011929 0.00 0.480 0.00 • 1024.00 264.13 1.289 265.419 11.4 7.05 0.773" 266.192 0.00 1.289 1.50 0.00 0.00 0 0.00 JUNCT STR 0.10460 0..00 t LICENSEE: WILLIAMSON & SCHMID F0515P PAGE 3' WATER SURFACE PROFILE LISTING LAQUINTA COMMUNITY PARK ( RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS STORM DRAIN LINE "A" 10/03/2001 100 -YEAR STORM.EVENT FILE NAME LINEASD.WSP LINEASD.QQQ LINEASD.OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE /. ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1026.39 264.38 0.970 265.350 8.7 8.51 1.125 266.475 0.00 1.145 1.25 0.00 0.00 0 0.00 211.70 0.02001 .020212 4.28 0.970 0.00 1238.09 268.62 0.970 269.585 8.7 8.51 1.125 270.710 0.00 1.145 1.25 0.00 0.00 0 0.00 71.27 0.02001 .019276 1.37 0.970' 0.00 . 1309.36 270.04 1.017 271.058 8.7 8.13 1.027 272.085 0.00 1.145 1.25 0.00 0.00 0 0.00 14.91 0.02001 .017571 0.26 0.970 0.00 1324.27 270.34 1.074 271.414 8.7 7.75 0.934 272.348 0.00 1.145 1.25 0.00 0.00 0 0.00 4.02 0.02001 .016290 0.07 0.970 0.00 1328.29 270.42 1.145 271.565 8.7 7.39 0.847 272.412 0.00 1.145 1.25 0.00 0.00 0 0.00 JUNCT STR 0.02857 .012495 0.04 0.00 1331.79 270.52 1.940 272.460 6.2 5.05 0.396 272.856 0.00 1.006 1.25 0.00 0.00 0 0.00 217.46 0.01002 .009212 2.00 0.980 0.00 1549.25 272.70 1.763 274.463 6.2 5.05 0.396 274.859 0.00 1.006 1.25 0.00 0.00 0 0.00 JUNCT STR 0.03155 .008100 0.03 0.00 1552.42 272.80 1.880 274.680 5.4 4.40 0.301 274.981 0.00 0.943 1.25 0.00 0.00 0 0.00 36.52 0.01013 .006988 0.26 0.870 0.00 1588.94 273.17 1.765 274.935 5.4 4.40 0.301 275.236 0.00 0.943 1.25 0.00 0.00 0 0.00 ' 0 T1 LAQUINTA COMMUNITY PARK (RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS T2 LAT. "A -1" STORM DRAIN IMPROVEMENT 10/04/2001 ' T3 100 -YEAR STORM EVENT FILE NAME LAT_Ll.WSP LAT_L1.QQQ LAT_Ll.OUT SO 1000.00 267.82 10 265.35 R 1058.02 264.38 10 .013 SH 10 ' CD 10 4 0.83 CD 18 4 1.50 CD 24 4 2.00 ' 0 Q 3.62 1' 4 DATE: 10/10/2001 TIME: 10: 2 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN 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 PIERS WIDTH DIAMETER WIDTH DROP CD 10 4 0.83 CD 18 4 1.50 CD 24 4 2.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - LAQUINTA COMMUNITY PARK (RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS LAT. "A -1" STORM DRAIN IMPROVEMENT 10/04/2001 100 -YEAR STORM EVENT FILE NAME LAT L1.WSP LAT L1.QQQ LAT L1.OUT F 0 5 1 5 P 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 1000.00 267.82 10 265.35 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1058.02 264.38 10 0.013 0.00 0.00 0.00 0 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1058.02 264.38 10 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS, W.S.ELEV = INV + DC r ' LICENSEE: WILLIAMSON & SCHMID F0515P PAGE 1 WATER SURFACE PROFILE LISTING LAQUINTA COMMUNITY PARK (RIVERSIDE COUNTY) HYDRAULIC CALCULATIONS LAT. "A -1" STORM DRAIN IMPROVEMENT 10/04/2001 100 -YEAR STORM EVENT FILE NAME LAT L1.WSP LAT L1.QQQ LAT L1.OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+ xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1000.00 267.82 0.751 268.571 3,.0 5.83 0.527 269.098 0.00 0.751 0.83 0.00 0.00 0 0.00 0.08 - .05929 .016691 0.00 0.000 0.00 1000.08 267.81 0.789 268.604 3.0 5.65 0.496 269.100 0.00 0.751 0.83 0.00 0.00 0 0.00 0.28 - .05929 .017478 0.00 0.000 0.00 1000.36 267.80 0.828 268.627 3.0 5.55 0.477 269.104 0.00 0.751 0.83 0.00 0.00 0 0.00 0.02 - .05929 .018479 0.00 0.000 0.00 1000.38 267.80 0.830 268.627 3.0 5.55 0.977 269.104 0.00 0.751 0.83 0.00 0.00 0 0.00 57.64 - .05929 .018872 1.09 0.000 0.00 1058.02 264.38 5.351 269.731 3.0 5.55 0.477 270.208 0.00 0.751 0.83 0.00 0.00 .0 0.00 ki ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -93 Advanced Engineering Software (aes) Ver. 3.2A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 . ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10: 9 10/ 3/2001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDROLOGY STUDY (CITY OF LAQUINTA) *' , * SIZE OF CATCH BASIN NO. 1 *. * JN. 10073604 **• A' ir**• A', F, F* i. icicick, k* irirk, F**• k**• kicicicicic, k, k*, iit******' k* iciciririr* ir* ir, kal•, k * * * *%ic,k *,k,k *aFicirir.•A'•A• Y •k*' **• * *iF th it *i,• * * * *iF *�,•�F tF itir•kir * *•k * *'lt * * * * * * * * * *it is * *ic is* •k * * * * * * * * * * * * * * *'!t * **' * * * * *�c ti *•*' » »SUMP TYPE BASIN INPUT INFORMATION«« 4 --------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.41 ' BASIN OPENING(FEET) _ .67 ' DEPTH OF WATER(FEET) _ .42 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.44 > U Sit 7,a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -93 Advanced Engineering Software (aes) Ver. 3.2A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 --------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:13 10/ 3/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDROLOGY STUDY (CITY OF LAQUINTA) * SIZE OF CATCH BASIN NO. 2 * JN. 10073604 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) _ .76 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .30 >>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ ----------=--=------------------=-------------------------- ----------------------------------------------------------- 1.50 vC, G '� •5 ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -93 Advanced Engineering Software (aes) Ver. 3.2A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE ' TUSTIN, CALIFORNIA 92780 -6500 , PHONE (714) 259 -7900 * FAX (714) 259 -0210 ---------------------------------------------------------------- r TIME /DATE OF STUDY: 10:16 10/ 3/2001 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * HYDROLOGY STUDY (CITY OF LAQUINTA) *- *,SIZE OF CATCH BASIN NO. 3 *� * JN. 10073604 >>>>SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.78 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .45 - » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.98 US�^1Cr 3•b ---------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -93 Advanced Engineering Software (aes) Ver. 3.2A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:18 10/ 3/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *.HYDROLOGY STUDY (CITY OF LAQUINTA) • SIZE OF CATCH BASIN NO. 4 • JN. 10073604 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.62 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .40 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.64 —.:') liSlK)G- 7.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -93 Advanced Engineering Software (aes) Ver. 3.2A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:47 10/ 3/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDROLOGY STUDY (CITY OF LAQUINTA) * SIZE OF CATCH BASIN NO. 5 * JN. 10073604 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.98 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .39 » »CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 3. 96 "� US`IiJtr ,7.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ¢ i C PEAK STORAGE PEAK STORAGE ELEVATION PEAK STORM HOURS PEAK RUN OFF VOLUME DEPTH WS MIN BERM ELEV 3 25 1.816 1.35 266.35 267.35 6 19.9 1.861 1.38 266.38 267.38 24 8.06 1.965 1.42 266.42 267.42 RETENTION N/A 5.9 3.15 268.15 268.15 ti � I � I .: I I I I I I I I I I I I I I I I R C F C a W C D HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD Basic Data Calculation Form Proiect Sheet Ch oats Checked Date PHYSICAL DATA CI] CONCENTRATION POINT -7/0 123 AREA DESIGNATION G — C31 AREA -SO INCHES J 11 1 / /f _C_ C4] AREA ADJUSTMENT FACTOR, Y� � � Sgj MZ = t'o YO 153 AREA -SO MILES (C3 Jt C4 ]) (' -ZL_ O 161 L--INCHE5 173 L ADJUSTMENT FACTOR, — — --- - -- - -i C8] L -MILES ([63o173) Z ?3 C91 LC.A- INCHES - - --- ---- -- -- - - - -- CIO] LC.A -MILES ( 17 It 193 - -- Cl 1 J ELEVATION OF HEADWATER '� O 2 6 S, O 1123 ELEVATION OF CONCENTRATION POINT 1131 H -FEET ( 11 1 3 -112 7 ) 1141 S -FEET /MILE (1135 /C83) 70 CI63 L*LCA /Stt.5 (181's1103/C153) C173 AVERAGE MANNINGS 'N Ci8] LAG TIMF -HOURS 124t1173sCI6Lt.38) (PLATE E--3) 0 0&3 1193 LAG TIME - MINUTES (60oC183) 1201 25% OF LAG- MINUTES (.25*[19]) 1217 407 OF LAG MINUTES (.40•[19]) C223 UNIT TIME - MINUTES (25 -4C% OF LAG) _ - -_ -- PA I NFALL DATA CIJ SOURCE I C 2 J FREQUENCY-YEARS - - - - - -- ---- --- - - - - -- — - - - -- ------ - - - - -- — -- [33 DURATION: 3 -HOURS 6- HOURS 24 -HOURS 143 POINT RAIN INCHES 153 AREA SO IN 161 CSC �T C73 AVERAGE POINT PAIN INCHES C83 POINT PAIN INCHES 193 AREA SO IN CIO] �9J £C$T 11 l ] , AVERAGE PAIN INCHES 1121 POINT INCHES 1137 SOEAN 1143 I CL3] FCT37 CI53 POINTGz RAIN INCHES i 115 3- iC7 ]- iC9 J- E0 1 J- El i 3 ]- XC 1 5 3- 1163 AREAL ADJ FACTOR, (SEE PLATE E --5.8) — 117J ADJ AVG POINT PAIN ( CI61* X L7 J, ETC) Of ATC C_7 I /, -9 71 v r m rn i N N 0 N r� r r r r rr r it r ■r rr r� r �r r �r r �r r� i AVERAGE ADJUSTED LOSS 'RATE' El 123 131 [4] [S] 163 173 C8] 191 1101 SOIL COVER RI PERVIOUS LAND DECIMAL ADJUSTED AREA CS] AVERAGE `< l7 GROUP TYPE NUMBER AREA USE PERCENT INFILTRATION SO INCHES fC9] ADJUSTED D C7 (PLATE C -1) IPLATE E -6.1) INFILTRATION OF AREA RATE -IN /HR INFILTRATION X1 RATE -IN /HR I PLATE E -6.2) IMPERVIOUS ( PLATE E-6.3) 14](1- .9C6]) RATE -IN /HR C7 ].C9] b r- IP D C, cop 7 1 2 1 `� v 2 r G) IE <0 v - z x _ — m m T. 0 v z_ CD i 0 ° u) v x O � 7 D x o x —i 3 rn rn � 0 - - -- D 0 m o n 0] F18]- /y ( i11- of/ Z D VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm= Minimum Loss Rote = F/2 =i CIOJ /2 = 0, IN. /HR. ° g C = (F— Fm) /54 = (XE10:1— Fm) /54= 0, 001W FT = C(24— (T/60))1.55 +Fm = 0100111((24—(T/60))I .55 + (� IN. /HR. Where: ' CD r T =Time in minutes. To get an average value for each unit time period, Use T= 2 the unit time for the first time period,T =I— unit time for the second period,etc. - RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B C D Cover (2) .NATURAL COVERS .- Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58, 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66. 77 83 (Coniferous or broadleaf trees predominate. Fair. 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44. 65 77. 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 ' Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS FOR HYDROLOGY NlANUAL PERVIOUS AREAS PLATE E -6.1 0 of 2) rr rr ri r� rr rr rr rr rr rr rr�rr rr rr �r rr rr r rr LA QUINTA COMMUNITY, PARK RETENTION BASIN DRAIN TIME CALCULATIONS FOR RETENTION BASIN FT. DELTA AREA SQ -FT VOLUME CUMULATIVE VOL. INFILTRATION ELEV. ELEV. SQ -FT ACRE AVE. AVE. CF CF ACRE - FT RATE (CFS) SECOND MIN HOUR 265.00 902 0.02 1.00 45845 45845 45845. 1.05 2.12 21600 360.0 6.00 266.00 90788 2.08 1.00 94160 94160 140005 3.21 4.36 21600 360.0 6.00 267.00 97531 2.24 1.00 101384 101384 241389 5.54 4.69 21600 360.0 6.00 268.00 105237 2.42 SUM= 18.00 INFILTRATION RATE = 2" IN / HOUR * 1 FT / 12 IN * 1 HOUR / 3600 SECONDS = " 0.0000463 CFS / Sq Ft COMPUTE PERCOLATION RATE 15" INCHES PER HOUR / SAFTY FACTOR-OF 7.5 = 2 INCHES/HOUR L:\100173604\0736—RET.xls - RET BASIN 10/16/01 PAGE 1 OF 1 r6s T �I_NE . ..... ....... . 3.0 Palm z 4:c- RDCN RIVEP!V, UN w'Z Y. L R 'R Vkj :) Dog: di P.I. !4' ch, Ila L a ORR I" IN IAN r & A Ra . vi %qAHyILo 114�01J "T1111 T1 a RI ER E RIVERSIDE COUNTY FLOOD CONTROL AND ' WATER CONSERVATION DISTRICT, ba: 100-YEAR 3-HOUR PRECIPITATION a.- C., I t." : - I . . . , u . - 1. � .1 . p I I . 3 79.039 33.584 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 4 87.838 15.005 5 92.728 8.339 r F L 0 0 D R 0 U T I N G A N A L Y S I S 6 95.763 5.175 7 97.597 3.126 ACCORDING TO RIVERSIDE COUNTY FLOOD-CONTORL AND WATER CONSERVATION DISTRICT 8 98.603 1.717 (RCFC &WCD) 1978 HYDROLOGY'MANUAL , 9 99.480 1.495 * ** PRELIMINARY /EXPERIMENTAL VERSION * ** 10 99.792 .532 (c) Copyright 1989 -93 Advanced Engineering Software (aes) 11 99.948 .266 Ver. 2.1A Release Date: 1/20/93 License ID 1202 12 100.000 .089 Analysis prepared by: =----------------------- --------------- HUITT-ZOLLARS, INC. ------------------------------------- 15101 RED HILL AVENUE TOTAL STORM RAINFALL(INCHES) = 2.20 TUSTIN, CALIFORNIA 92780 -6500 TOTAL SOIL- LOSS(INCHES) = .36 , PHONE (714) 259 -7900 * FAX (714) 259 -0210 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.84 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ ---------------------------------------------------------------------------- * LA QUINTA COMMUNITY PARK * TOTAL SOIL -LOSS VOLUME(ACRE -FEET) _ .4230 * RETENTION BASIN CALCULATIONS 3 HOUR EVENT * TOTAL STORM RUNOFF VOLUME(ACRE- FEET) = 2.1607 * 10- 0736 -04 BY B.MURPHY REV 10 -16 -2001 FILE NAME 0736H03.DAT * ---------------------------------------------------------------------------- FILE NAME: 0736HO3.DAT TIME /DATE OF STUDY: 11: 5 10/17/2001 3 - H O U R S T 0 R M '- • R U N O F F H Y D R 0 G R A P H * FLOW PROCESS FROM NODE 700.00 TO NODE 710.00 IS CODE = 1 HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) + ---------------------------------------------------------------------------- » » >UNIT- HYDROGRAPH ANALYSIS ««< ---------------------------------------------------------------------------- -------------- ______________= TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 - - - - -- ' (UNIT- HYDROGRAPH ADDED TO STREAM #1) ---------------------------------------------------------------------- 2.083 .9543 9.49 Q V . 2.167 1.0246 10.21 Q V . WATERSHED AREA = 14.100 ACRES 2.250 1.1115 12.62 Q V BASEFLOW - .000 CFS /SQUARE -MILE 2.333 1.2096 14.25 Q V *USER ENTERED "LAG" TIME = .100 HOURS 2.411 1.3061 14.01 Q V CAUTION: LAG TIME IS LESS THAN .50 HOURS. 2.500 1.4404 19.49 QV THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 2.583 1.5988 23.00 VQ MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 2.667 1.7706 24.95 VQ DESERT S -GRAPH SELECTED 2.750 1.9116 20.48 Q V UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = .120 2.833 1.9975 12.46 Q V LOW SOIL -LOSS RATE PERCENT(DECIMAL) _ .900 2.917 2.0588 8.90 Q V . USER - ENTERED RAINFALL - 2.20 INCHES 3.000 2.1052 .6.74 Q V . RCFC &WCD 3- Hour'Storm (5- Minute period) SELECTED 3.083 2.1305 3.67 Q V. RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) _ .9999 3.167 2.1440 1.97 Q V. 3.250 2.1519 1.14 Q ' V. 3.333 2.1564 .65 Q V. UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 3.417 2.1587 .33 Q V. UNIT INTERVAL PERCENTAGE OF LAG -TIME = 83.333 3.500 2.1598 .17 Q V. RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 2.00 MODEL TIME(HOURS) FOR END OF RESULTS = 3.50 UNIT HYDROGRAPH DETERMINATION r' INTERVAL "S" GRAPH UNIT HYDROGRAPH V NUMBER MEAN VALUES ORDINATES(CFS) ------------------`-------------------------- a ` ---------- -- ------------- -- - - -- 1 11.774 20.078 2 59.344 81.117 ----- - - - - -- I I \ I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) RRki# 4R* R* iR#*# R#* k** k* R########i**** R** R** R* #R# ## * * * * * # *Ri * *R # # ##R4 # * * * * * *k nmava vvaavvvvaaavaaaaavevvvvvvvvaavavvvaaavvavaaavvvaaavavvvavvavvaaaavva av FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE - 3 BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): ------------------------------------------------------ ---------------------- » »> MODEL FLOW- THROUGH DETENTION BASIN ROUTING««< TIME DEAD - STORAGE- INFLOW EFFECTIVE OUTFLOW EFFECTIVE aaaaaaaaaaaaaaaaaaaaaaaaamaaaannnnnaaaammaaaa�aaaaaan�aaaaaaaaaaaaaaa _aaaaaa (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) i ---------------------------------------------------------------------------- 2.083 .000 9.5 .80 1.6 .842 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 2.167 .000 10.2 .86 1.8 .900 THROUGH A FLOW- THROUGH DETENTION BASIN 2.250 .000 12.6 .93 1.9 .974 USING FIVE- MINUTE UNIT INTERVALS: 2.333 .000 14.2 1.00 2.0 1.058 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: -• 2.417 .000 14.0 1.04 2.2 1.140 DEAD STORAGE(AF) _ .000 2.500 .000 19.5 1.10 2.3 1.258 SPECIFIED DEAD STORAGE(AF) FILLED = .000 2.583 .000 23.0 1.16 2.4 1.400 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 2.667 .000 24.9 1.23 2.6 1.554 DETENTION BASIN CONSTANT LOSS RATE(CFS) _ .00 2.750 .000 20.5 1.29 2.7 1.677' 2.833 .000 12.5 1.32 2.8 1.743 2.917 .000 8.9 1.34 2.9 1.785 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 3.000 .000 6.7 1.35 2.9 1.811 3.083 .000 3.7 1.35 2.9 1.816 INTERVAL DEPTH OUTFLOW - STORAGE 3.167 .000 2.0 1.35 2.9 1.810 NUMBER (FT) (CFS) (AF) 3.250 .000 1.1 1.35 2.9 1.798 1 .00 .00 .000 3.333 .000 .7 1.34 2.9 1.782 2 1.00 2.12 1.050 3.417 .000 .3 1.33 2.9 1.765 3 2.00 4.36 3.210 3.500 .000 .2 1.32 2.9 1.747 4 3.00 4.69 5.540 3.583 .000 .1 1.31 2.8 1.728 3.667 x.000 .0" 1.30 2.8 1.708 3.750 .000 .0 1.30 2.8 1.689 3.833 .000 .0 1.29 2.8 1.670 INFLOW 3.917 .000 .0 1.28 2.8 1.651 (STREAM 1) rI 4.000 .000 .0 1.27 2..7 1.632 I ---------------------------------------------------------------------------- 'PROCESS SUMMARY OF STORAGE: I INFLOW VOLUME _ 2.161 AF , V _effective depth BASIN STORAGE _ .000 AF (WITH .000 AF INITIALLY FILLED) --- -- - - - - -- I (and volume) OUTFLOW VOLUME = 2.161 AF I I I I LOSS VOLUME _ .000 AF I I I....V........- ------------------------- - - -- I detention I < - - >I outflow I basin I I ......... END OF FLOOD ROUTING ANALYSIS ----- - - - - -- I I \ I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) •�' �'t t-7 r D` , \ ft °r t�Y � -\ '5 ,��' \.. .,y20 +• I : -1 1 :�`.`� �jE LINE � � t -�._ �. ._ � %SNedlv.de�e ve �: '!_ �, \ �,r-31LC i , 'j r.LL \ . ,it } In C\ c -✓. J 1 y _�.., \h •iFi..'i .r.t s 14 r "j:" .° rep' \Z � � '� � \ l iri •�v�.. , \l� ~'' 4y . ° °�`.^ �, l ' a • � I �� \•? V \-.,� °'�' Z' - '.1,�`''r�'. _ "� c: `; � I. \ :1.. q w ! \,� \. f•....}� . PaIrP Ia y.. - ;yZt ' '~t `:' ='. n\ S'� 4: e. j., :.. Yi d�tt.� �.tL :`.V: \'7. !f`ril;•C��' t L Wit, T. ,`'1 I; O'.N�IwfN. IVi 'i- N " } ~ h ♦ .(` \. j ` .. jf- -r ` }1 ���',•'::yY �.1F�r4 i " =' �` M \ "'Yyr i 't5 �t t6 `� -N •1r44x L`:�/'� ': " :''::) �, }- L"/`1\� '>:'`./ .w.l -tF�- �'•�,�`'�r -.��lp .l l�ln. . \ti��� �— I. 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'.Sr ` .uod P, 777 .fie:: e.. , (-- m �� }:. rIJ _ ,� (` �, < .. .oy�. (l t<0� l�17 f:, t �� '7:x`11 ,(�_.� J � •� �. `\, W� '.� LG ,4Y \ - J r} ibttn.tiCSt�t� - r •t c _ �. ' ..�' '• di "!1'. . .� t'' - �_C '-s5. _POIm D°NV+,r.r I � �-,O �� , 1 • ��P `J; } I� 1 1 �,JZf .h i it —' � "III 11 rN0 E ., (. �• � - \. � `�< L `t .r :.s„�!{' .'moral, r' _� � ut r \ �� ., - 1. — P ach Ila .` - �. '= '��, �- - a � / is uzl •r v4tik if � " { ' l , \kl' eac Ne �: j •�' O l'• .` �' -_�� ! °.• ^' ~ � aop r,?.. � rtrt• � ,7ep�'�,e2t `d- �_ 1 ''� \ 1`lydT \ �a ;r. 1•'\ \ I ^� _,;5 O: cwu zoN ` I `} � ,a.N ��1��1 li r f: , t �,4 .Eernr E ' ` _ l M,• L, Ic ixl_1 �. v� �� " �'^�' 1 /,::_` }„}.� t3� :°,r• r .t �-< 1oRRE5 � r� ~� 7'. 1, j ,�� h` 8 )'�..^�` � F-•' - } r� r �Gn,' ARTIN .. g /' t'?. 1 � {� t _. •`:,h. Ici�tA - � =- ' �\ -,.,. ,s \ �, n 1_. INDI N - .. i - 1 f�} � y _ '� _ � _ _ '�a., ;: -__ -r�'• 4 _ _ V J \ I 5 ION �I 1 + 1y� I �.,� :' S . ��_. a; Via. _�, _ _ _ t<:wlr• .� •.f (' I .7 1 ,} sr '� CAN{11L INDI \ I ,�. .; �•', _ ..1 — - y � �i- 1 r I�'e � \ ri _' /r��+� -1�. T °N_.V - °I �, a,- `� ,'�y:O �'•Q -� �vta:�'��~ _ \ Y _ �ti � ° r y <' 1 ���LL . �'i�'��. i _.1F `e1 r �''. ,'Q n � `•�..- �- �~ ^! V t r� z RIkER L ,,.. .�`. .. Culp. . !-:. •- M t _ >, ..•.. t ; :. ^ `RIVERSIDEI COUNTY FLOOD CONTROL • , '•1• N.o Y 1 4 ANO V�14 Ch! WATER CONSERVATION,., DISTRICT' r4 100 YEAR 6'H. R�� PRECIPITATION 1.� t `A '� 'dj '. {• ..�;, .. - �F° .'. s,•.. l.� - Y .:i.J.. s - c'- r.,.r- :.•�- ._s-s� ' s,.\ 1 •O\ I� a �d , � i `� - ,r+i S �� � _ oAra WAnN. o,. Ro. '.L � °' ` \ '`�• `/ ''I �` ' _ R��. ..� Y._A r O•ra nl ATC C C. ^ ' + t+# a+ t+ r++ t+ t+ r++ a+ ra###**** rr******** t* r+ t+ + +a +tx * * + + # * * * # + # + * * * + + + + + * *r *+ F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL * ** PRELIMINARY /EXPERIMENTAL VERSION * ** (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 *a + + + # + + # # + + # * * *r + * + + +rx #x DESCRIPTION OF STUDY * * * * * * * * * * +a +a +x + * + + + + + # ++ * LA QUINTA COMMUNITY PARK * RETENTION BASIN CALCULATIONS 6 HOUR EVENT * 10- 0736 -04 BY B.MURPHY REV 10 -16 -2001 FILE NAME 0736H06.DAT FILE NAME: 0736H06.DAT " TIME /DATE OF STUDY: 10:58 10/17/2001 FLOW PROCESS FROM NODE 700.00 TO NODE 710.00 IS CODE - 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPR ADDED TO STREAM #1) WATERSHED AREA 14.100 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .100 HOURS ` CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .120 LOW SOIL -LOSS RATE PERCENT(DECIMAL) _ .900 USER - ENTERED RAINFALL - 2.75 INCHES RCFC6WCD 6 -Hour Storm (5- Minute period) SELECTED RCFC6WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) 1.0000 UNIT HYDROGRAPH TIME UNIT - 5.000 MINUTES UNIT INTERVAL.PERCENTAGE OF LAG -TIME = 83.333 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 4.00 MODEL TIME(HOURS) FOR END OF RESULTS - 6.50 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------- 1 11.774 20.078 a 2 59.344 81.117 3 79.039 33.584 4 87:838 15.005 5 92.728 8.339 ,. 6 95.763 5.175 7 97.597 3.126 8 98.603 1.717 9 99.480 1.495 10 99.792 .532 11 99.948 .266 12 100.000 .089 TOTAL STORM RAINFALL(INCHES) = 2.75 ♦. TOTAL SOIL- LOSS(INCHES) _ .71 TOTAL EFFECTIVE RAINFALL(INCHES) _, 2.04 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) _ .8370 TOTAL ------------------------------------------------------------ STORM RUNOFF VOLUME(ACRE -FEET) = 2.3928 --------------- - • 6 - H O U R S T 0 R M - R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ------------ TIME(HRS) ---------------------------------------------------------------------------- --------------------- 7 ------------------------------------------ VOLUME(AF) Q(CFS) 0. 5.0 10.0, 15.0 20.0 4.083 .8439 5.70 Q V 4.167 .8855 6.04 Q V 4.250 .9300 6.45 „ Q V 4.333 .9774 6.89 Q V 4.417 1.0279 7.33 Q V 4.500 1.0812 7.73 Q V . 4.583 1.1361- 7.97 Q V . 4.667 1.1936 8.35 • Q V. 4.750 1.2540 8.77 Q V 4.833 1.3171 9.16 Q V 4.917 1.3818 9.39 Q V 5.000 1.4490 9.76 Q. V 5.083 1.5206 10.40 Q V 5.167 1.6030 11.96 Q V 5.250 1.6980 13.79 QV . 5.333 1.8036 15.34 Q 5.417 1.9200 . 16.91 VQ 5.500 2.0517 19.12 V Q . 5.583 2.1885 19.87 V Q. 5'.667 2.2731 12.28 Q V 5..750 2.3218 7.07 Q V . 5.833 2.3510 4.24 Q V. 5.917 2.3691 2.63 Q V. 6.000 2.3797 1.54 Q V. 6.083 2.3860 .91 Q V. 6.167 2.3896 .53 Q V. 6.250 2.3914 .26 Q V. 6.333 2.3923 .13 Q V. . 6.417 2.3926 .05 Q V. 6.500 2.3928 .02 Q V. r� i■r �r r r �■r rr� rr �r r �r rr rr rr � r r r r aattttataa+ ata+ at+ aattatta+++ attttat++ a+ aa++ t + ++ +ta +a + +aaa +a +t +taaa +ataaa + ++ FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE - 3 ---------------------------------------------------------------------------- ===== nnnnnnnnnnnnnnnnnnnnnnnnnn° nnnnnnnnnnnnnnnnnnnnnnn= BASIN ROUTING MODEL RESULTS(5- MINUTE n= INTERVALS): n= __________ __ nn , »»>MODEL FLOW - THROUGH DETENTION BASIN ROUTING« «< TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 4.083 .000 5.7 .64 1.3 .670 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 4.167 .000 6.0 .67 1.4 .702 THROUGH A FLOW - THROUGH DETENTION BASIN 4.250 .000 6.5 .70 1.5 .736 USING FIVE - MINUTE UNIT INTERVALS: 4.333 .000 6.9 .74 1.5 .773 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 4.417 :000 7.3 .77 1.6 .813 DEAD STORAGE(AF) _ .000 4.500 .000 7.7 .81 1.7 .854 SPECIFIED DEAD STORAGE(AF) FILLED = .000 4.583 .000 8.0 .85 1.8 .891 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 4.667 .000 8.3 .90 1.9 .942 DETENTION BASIN CONSTANT LOSS RATE(CFS) _ .00 4.750 .000 8.8 .94 1.9 .989 4.833 .000 9.2 .99 2.0 1.038 4.917 .000 9.4 1.02 2.1 1.088 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 5.000 .000 9.8 1.04 2.2 1.140 5.083. .000 10.4 1.07 2.2 .1.196 INTERVAL DEPTH OUTFLOW STORAGE 5.167 .000 12.0 1.10 2.3 1.263 NUMBER (FT) (CFS) (AF) 5.250 .000 13.8 1.13 2.4 1.341 1 .00 .00 .000 5.333 .000 15.3 1.18 2.5 1.430 2 1.00 2.12 1.050 5.417 .000 16.9 1.22 2.6 1.529 3 2.00 . 4.36 3.210 5.500 .000 19.1 1.27 2.7 1.642 4 3.00 4:69 5.540 5.583 .000 19.9 1.33 2.8, 1.759 5.667 .000 12.3 1.36 2.9 1.824 5.750 .000 7.1 1.37 2.9 1.852 5.833 .000 4.2 1.38 3.0 1.861 INFLOW 5.917 .000 2.6 1.37 3.0 1.859 (STREAM 1) 6.000 .000 1.5 1.37 3.0 1.849 I 6.083 .000 .9 1.36 2:9 1.835 I 6.167 .000 .5 1.36 2.9 1.819 I 6.250 .000 .3 1.35 2.9 1.801 V _effective depth 6.333 .000 .1 1.34 2.9 1.782 ---- - - -- - -- I (and volume) I 6.417 .000 .1 1.33 2.9 1.762 II I I I I....V........ ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: I detention 1 < - - >I outflow INFLOW VOLUME = 2.393 AF I basin I I ......... BASIN STORAGE _ .000 AF (WITH .000 AF INITIALLY FILLED) --- ----- - -- I I \ OUTFLOW VOLUME = 2.393 AF I I dead I basin outlet LOSS' VOLUME ° .000 AF V I storage 1 = == nnnnn °== °= _ °--- ---- -- ------ -- ------ - -- - - - -- - n °_ -- _ nnnnn----= °-------- - = - - -- nnn - - - - -- OUTFLOW --- - - - - -- (STREAM 1) END OF FLOOD ROUTING ANALYSIS 3 31 ........ ... Z 3 .7u WO !Raq6 I Ilk sl -A 7— �i X ach I.E I R a. a J., ju I ;.R 11 f A� Ze . 1 herm `L TORR % --d c.eizo. sm AA E 'ION A jJ. J �Rl\(E Ei RIVERSIDE COUNTY, FLOOD CONTROL AND WATER CONSERVATION DISTRICT In 100 -YEAR -24 -HOUR PRECIPITATION Grp a� :mow M M M r F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL * ** PRELIMINARY /EXPERIMENTAL VERSION * ** (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1202 Analysis prepared by: HUITT- 20LLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780 -6500 PHONE (714) 259 -7900 * FAX (714) 259 -0210 DESCRIPTION OF STUDY * LA QUINTA COMMUNITY PARK * RETENTION BASIN CALCULATIONS 24 HOUR EVENT * 10- 0736 -04 BY B.MURPHY REV 10 -16 -2001 FILE NAME 0736H24.DAT FILE NAME: 0736H24.DAT TIME /DATE OF STUDY: 10:29 10/17/2001 FLOW PROCESS FROM NODE 700.00 TO NODE 710.00 IS CODE .= 1 ---------------------------------------------------------------------------- »»>UNIT- HYDROGRAPH ANALYSIS««< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 14.100 -ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ -.100 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .120 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = .900 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = .060 USER - ENTERED RAINFALL - 5.00 INCHES RCFC6WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC6WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 250.000 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.50 MODEL TIME(HOURS) FOR END OF RESULTS = 15.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - --------------------------------------------- ---------------- ------- -- - - - - -- 1, 50.053 28.450 2 92.110 23.906 3 98.560 3.666 4 99.916 .771 5, 99.966 .029 6 99.992 .014 7 100.000 .005 ---------------------------------------------------------------------------- TOTAL STORM RAI'NFALL(INCHES) = 5.00 TOTAL SOIL- LOSS(INCHES) - 2.17 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.83 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.5546 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.3185 ---------------------------------------------------------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 2.5 5.0 7.5 ,10.0 ---------------------------------------------------------------------------- 12.583 1.5149 6.07 V Q 12.667 1.5567 6.07 V Q 12.750 1.5985 6.07 V. Q 12.833 1.6434 6.52 V. Q 12.917 1.6883 6.52 V Q 13.000 1.7333 6.52 • V Q 13.083 1.7843 7.42 V Q. 13.167 1.8354 7.42 V Q. 13.250 1.8865 7.42 V Q. 13.333 1.9420 8.06 V Q 13.417 1.9976 8.06 V Q 13.500 2.0531 8.06 V Q 13.583 2.0987 6.62 VQ 13.667 2.1443 6.62 VQ 13.750 2.1899 6.62 Q 13.833 2.2267 5.34 Q V 13.917 2.2635 5.34 Q V 14.000 2.3003 5.34 Q V 14.083 2.3398 5.74 Q V . 14.167 2.3793 5.74 Q V . 14.250 2.4188 5.74 Q V. 14.333 2.4604 6.05 Q V. 14.417 2.5021 6.05 Q V 14.500 2.5438 6.05 Q V 14.583 2.5853 6.02 Q V 14.667 2.6268 6.02 Q V 14.750 2.6683 6.02 Q V 14.833 2.7089 5.90 Q V 14.917 2.7495 5.90 Q V 15.000 2.7901 5.90 Q V ' �o "M owl r M =I ar++ a+ at+ r+ aa+ at+ a++ a+ arxxxxxrrtaxa+ a+ atr+ t+ ar +t +atratxrax +trxx +xxxxxxxaxxxx FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE = 3 ---------------------------------------------------------------------------- » »> MODEL FLOW- THROUGH DETENTION BASIN ROUTING««< ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN USING FIVE- MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET .000 DETENTION BASIN CONSTANT LOSS RATE(CFS) _ .00 r BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 1.00 2.12 1.050 3 2.00 4.36 3.210 4 3.00 4.69 5.540 INFLOW (STREAM 1) I I I V _effective depth ----- - - - - -- I (and volume) I I I I I I I....v........ I detention 1 < - - >I outflow I basin. I I......... ----- - - - - -- I I \ I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): .000 TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) . VOLUME(AF) 12.083 .000 4.5 .85 1.8 .894 12.167 .000 4.5 .87 1.8 .912 12.250 .000 4.5 .89 1.9 .931 12.333 .000 5.5 .91 1.9 .955 12.417 .000 5.5 .93 2.0 .980 12.500 .000 5.5 .96 2.0 1.004 12.583 .000 6.1 .98 2.1 1.032 12.667 .000 6.1 1.00 2.1 1.059 12.750 .000 6.1 1.02 2.1 1.086 12.833 .000 6.5 1.03 2.2 1.116 12.917 .000 6.5 1.04 2.2 1.146 13.000 .000 6.5 1.06 2.2 1.175 13.083 .000 7.4 1.07 2.3 1.211 13.167 .000 7.4 1.09 2.3 1.246 13.250 .000 7.4 1.11 2.3 1.281. 13.333 .000 8.1 1.13 2.4 1.320 13.417 .000 8.1 1.14 2.4 1.359 13.500 .000 8.1 1.16 2.5 1.398 13.583 .000 6.6 1.17 2.5 1.426 13.667 .000 6.6 1.19 2.5 1.454 13.750 .000 6.6 1.20 2.6 1.482 13.833 .000 5.3 1.21 2.6 "1.501 13.917 .000 5.3 1.22 2.6 1.520 14.000 .000 5.3 1.23 2.6 1.539 14.083 .000 5.7 1.24, 2.6 1.560 14.167 .000 5.7 1.25 2.7 1.581 14.250 .000 5.7 1.26 2.7 1.602 14.333 .000 6.1 1.27 2.7 1.625 14.417 .000 6.1 1.28 2.7 1.648 14.500 .000 6.1 1.29 2.8 1.671 14.583 .000 6.0 1.30 2.8 1.693 14.667 .000 6.0 1.31 2.8 1.716 14.750 .000 6.0 1.32 2.8 1.738 14.833 .000 5.9 1.33 2.8 1.759 14.917 .000 5.9 1.34 2.9 1.780 15.000 .000 5.9 1.35 2.9 1.800 15.083 .000 5.7 1.36 2.9 1.819 15.167 .000 5.7 1.36 2.9 1.838 15.250 .000 5.7 1.37 2.9 1.857 15.333 .000 5.9 1.38 3.0 1.873 15.417 .000 5.4 1.39 3.0 1.890 15.500 .000 5.4 1.40 3.0 1.907 " 15.583 .000 4.7 1.40 3.0 1.918 15.667 .000 4.7 1.41 3.0 1.930 15.750 - .000 4.7 1.41 3.0 1.941 15.833 .000 4.2 1.42 3.0 1.949 15.917 .000 4.2 1.42 3.1 1.957 16.000 .000 4.2 1.42 3.1 1.965 ' 16.083 .000 2.1 1.42 3.1 1.959 16.167 .000 2.1 1.42 3.1 1.953 16.250 .000 2.1 1.41 3.1 1.946 16.333 .000 .4 1.41 3.0 1.928 16.417 .000 .4 1.40 3.0 1.911 1 6.500 .000 .4 1.39 3.0 1.893 16.583 .000 .2 1.38 3.0 1.873 16.667 .000 .2 1.37 3.0 1.854 16.750 .000 .2 1.36 2.9 1.835 . 16.833 .000 .1 1.35 2.9 1.815 16.917 .000 .1 1.35 2.9 1.796 17.000 .000 .1 1.34 2.9 1.777 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.319 AF BASIN STORAGE = .000 AF (WITH .000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.319 AF LOSS VOLUME = .000 AF END OF FLOOD ROUTING ANALYSIS Project LA Q USw7r9�- H TT Job No. Client �7y dF Li¢ QUZN7i� U.JLlU1L By %3.M ✓/'PM/ Date Task INCORPORATED Chkd Date (/J L o F / or) y 2,l H/L Sheet of BFI o 14 c • ZS v H YE 7 Fo 2 / 00 Ylz- Z y IWL N,E _ 7 VGZL T/Z 7'A �i D 7V p S, 0. 1� D N , 5l)i2LS TIC 7'ro ter/ , J E. <Ie .... r • - I BE L°' +. - lk 1 1L ixr '`1. � < � a> �-,�• � � 7120 •• _ ,�•1 loJlca•itel I +�, I. 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I,•.y � E .� .� ,•�.� � �. :_ J � �jT 'T i ?*'� a::"' 9 .3- INE - � l�'��' r,l , nT - - .1:'� 'xP: `.^ �n,�.. r�' "�� I Tnerm ._�'• , Z: `I TMlmtl �I rQ,Fr \ -rss TDRR SM [IX ( + - ..r ...:' txl_I � N I � .l. rr: ... ! j.- -3.; ^, - t � ,.. •: - T a: IN IAN FS ° 4^ I: .b'-_ � .Sl`� 1 �S: ._, Y' '.%,... .. ��, . :'�.- )%S; �� ARTIN O• .•�� T .<. �• i 4 .1 � rva �, ,�_ s��-- / � . \' -� __�;� 3T S � r ���� A E ION �: _ �. I_ _ - _lt: � 'fem`ri �Y -.a- I L`E .� f � G u � o�1Y: � '�x Q �` � •`'t 7S I _ I / _ �� • �\ �•ehul�: � •�.. I e.\ t I 3AN !i_ �' �•. .� c,. �,{� © /\I/1 P I 1 'INDI VATI Q s RIVERSIDE COUNTY FLOOD: CONTROL a 5. ANO WATER' CONSERVATION -DISTRICT 100 -YEAR -24 -HOUR PRECIPITATION . . �i: _. '. ; 1 � REST '. •ti._ _ t r C ''S<�, ! -' j�7 -F�e� r-b T \� I . , .. e • ,:, � l_ � i � 3,A ,' .. : Za . o � ow•ww �.: Mtn No. ��" ♦:!T� ./. % :> � O.n Own Wew•w� . < LA QUINTA COMMUNITY PARK RETENTION BASIN DRAIN TIME CALCULATIONS FOR RETENTION BASIN FT. DELTA AREA SQ -FT VOLUME CUMULATIVE VOL. INFILTRATION ELEV. ELEV. SQ -FT ACRE AVE. AVE. CF CF ACRE - FT RATE / S.F. SECOND MIN HOUR 265.00 902 0.02 1.00 45845 45845 45845 1.05 15.92 2880 48.0 0.80 266.00 90788 2.08 - 1.00. 94160 94160 140005 3.21 32.69 2880 48.0 0.80 267.00 97531 2.24 1.00 101384 101384 241389 5.54 35.20 2880 48.0 0.80 268.00 105237 2.42 0.15 108548 16282 257671 5.92 37.69 432 7.2 0.12 268.15 111859 2.57 SUM= 2.52 INFILTRATION RATE = 15" IN / HOUR * 1 FT / 12 IN * 1 HOUR i3600 SECONDS = 0.0003472 CFS / Sq Ft COMPUTE PERCOLATION RATE SAFETY FACTOR 16 MAX TIME ALLOWED ( HOURS) = S.F. - 6.3 2.52 CALCULATED TIME (HOURS) L:\10073604\0736-RET.xls - RET BASIN 10/12/01 PAGE 1 OF 1 1 1 1 1 1 1 1 i V 268 ELEV 267 ELEV 266 105,237 sq.ft. 97,531 sq.ft. 90,788 sq.ft. ELEV 265 902 sq.ft. i - r 1 t FAX N0. : Sep. 27 2001 07:48PM P6 -Sep 27 01 12:11p p.5 S Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 664 -4121 (714) 523 -0952 Fax(714)523-1369 39 -725 Garand Ln., Suitt G. Palm Desert, CA 8221 1 (760) 772 -3683 Fax (760) 7725895 1 February 5, 1999 Project No. 544. 8112 -A1. 1 . Century Crowell Carrtmanities 1 1535 South "D" Street . San Bernardino, California 92408 Attention: Mr. Ed Knight 1 Project: Tentative. Tract 27519 Dtme'Palms Road ' IBQuinta, California , Subject: Infiltration /Percolation Testing for Stormwater Retention M: Geotecbuical Investigation prepared by Sladden Engineering dated 1 October 15,1998; Project No. 5448112 As requested, we have performed percolationlinfiltration testing on the subject site_ in order to 1 determine the infiltration potential of the site soils. The percolation rates determined, should be useful in assessing stormwater retention needs. It is our understanding that on -site stormwater retention is rrquired. It is proposed to collect the stormwater runoff within a large retention basin. 1 Infiltration testing was performed within a test bole excavated ?n the area of the,proposed retention basin. Testing was performed utilizing a double -ring inliftrometer in general accordance with M for both inner ASI procedures. Infiltration rates were determined the and outer rings but the inner ring rnf"dtration rate is assumed to be the most representative of field conditions. The testing should be faidy re rentative of pwvolation within the retention basin except that Po tential sidewall infiltration is conservatively ignored. 1 Percolation testing was performed on January 25, 1999, Testing involved filling the inner and outer rings of the double ring infiltrometer and recording the in the water surface with time, g g li �P Measurements were taken in approximately 10 minute increments. Testing indicated fairly stable infiltration rater, of approximately 18 inches per hoar and 15 Inches per 1 hour, for the outer and idmer rings, respectively... As determined by the field exploration oudlined in the referenced report, the site soils consist primarily of uniform fine grained windblown sands. The site.soils are free - draining and generally high permeability rates (and cort sequendy infiltration rats;) sh,6ald. be, expected. The infiltration [sates determined d our testing appear represearative foi the srte soils and correspond well with published rates for similar soils conditions. QM Sep 27 01 12:12p FAX N0. Sep. 27 2001 07:49PM P7 P. 6. February 5, 1.999 (2) Project No. 5445112 -A 1 z vFZL Til-4 7, ay 7z5 usG - -� It should be noted that the infiltration rate determined (approximately 15 inches per hour) is au ultimate rate based upon field test result. An appropriate safety factor .0mild be applied to account for subsoil inconsistencies and potential silting of the percolating soils. The safety factor should be determined with cpn§deration to other factors in the stonnwater retention system design (particularly stormwater volume estimates) and the safety factors associated with those design components. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the data included, please contact the undersigned. JWpectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer ' t CopleB: 4- Century Crowell Communities 2- Dudek Associates Attached Percolation Test Data Slodden QVIncering ' FROM. •: Sep 27 01 12:13p FAX NO. : Sep. 27 2001 07:49PM P8 �p.7 Double Ring Stormwater Percolation Data Sheet 11:30 Project:I 2ct 7519 _� Pro!ec: No.: 544 -8112 Test Hole: _A.. _ Date Excavated: 1.25199 Descripdon of Teat Area: Native area @ bottom of retention basin soil Classification: SM /SP ' o Actual Percolation Tested by: Jared Date: 1 -25 -99 Reading Time Time Inner Change Outer Change Outer Inner Outer No. of Interval Ring Inner fling Outer Ring Ring Ring Reading min.) (in.) in. in. (in.) Conversion indhr.) (in. /hr.) I 11:30 18.5 28.5 1 10 3.3 3.6 " 3.0 19.8 ,. 21.0 11:43 15.2 25.0 11:43 15.2 25.0 2 10 3.0 313 2.8 18.0 -19.8 11:58 12,2 21.7 12:00 12.2 21.7 . 3 10 2.8 3.1 2.6 18.8 18.6 12:10 9.4 18.8.:..._...... 12:10 9.4 18.6 4 10 2.6 3.0 2.6 15.6 18.0 12:20 6.8 ] 5.6 12:20 6.8 15:6 0 5 10 ,2:5 . 3.1' 2.6 15.0 18.6 12:30 4.3 12.5 12:30 19.6 12 5 g 10 2.5 3.1 26 15.6 16.6 12 :40 11.0 8.4 12:40 17.0 9.4.. i 7 10 .27 3.0 :.. 2.6 162 118.0 12:50 14.3 6.4 12:50 14.3 .6.4 8 10 2.6 3.1:, 2.0 1510 18.6 1:00 11.8 10 . o i 11 . is 12 . k ji rd li vw 1 �1 1 R E S.V�J..C. STATIONING W 1295 +81.25 WW Q w 3 APPROVAL OF THIS DRAWING BY C.Y. W.D. IS ONLY FOR THAT PORTION WITHIN C.V.W.D. RIGHT OF WAY FOR ENCRp�{CHMENT PERMIT NO. _ 050729 -2Z . APPROVAL OF. THIS DRAWING BY C V W.D. DOES NOT INCUJDE APPRO VAL OF ANY STRUCTURAL ITEMS 0 20 40 80 120 ISO 8 73 A Sway -o / 3 SCALE: I" 1=40' kZSOCIATE S , i NC. CITY OF LA QUINTA STORM DRAIN (DIANA AVENUE SUITE 201 IMPROVEMENT PLANS tiVER714E'T8A.09811 LINE � r B , . i H MARK RIV. CO. DEMWARK PD -3 -IE r IRON PIPE W /COUNTY LA Q U I N TA HIGH SCHOOL TAG AT INTERSECTION OF MILES AVE & PROLONGATION FOR W.O. OF ADAMS ST. ELEV, - 92.067' DESERT SANDS UNIFIED SCHOOL DISMCT SHEET NO. . : 4 OF 18Hfi3-` =ILE NO. T !-COOL N � 11 N� N Q n �3 m ri 1 i�l I N00'20'15 "W VVn%-V ■ Ara V`No ■-■Vn imw I C 25 /CyO�f�IST�RUyCrT. Ilyg�' RCCP� 17W DD- LQygD� 26 cmar R/N � zr acf" r l i�1d Vim/ ' CONSTRUCT 42" RCP 1750 D -LOAD 29�- -- CONSTRUCT CB PER RCFCD, STD CEROO(W.T, V PE 3-- CONSTRUCT J.S..0 2 PER RCFCD STD JS227 31 CONSTRUCT MANHOLE NO. I PER RCFCO STD MN251 �-- CONSTRUCT INLET STRUCTURE. PER CALTRANS ST, (CONNECTION TO RCP TYPE 0 Va 48 ", La 41". Fls E 33 'CONSTRUCT CONCRETE HEADWALL PER PLANS .AI DETAILS PER SHEET 13 OF 14. CONSTRUCT OUTLET STRUCTURE PER PLANS AID DETAILS PER SHEET 13 OF 14, WITH 4WRECTi CHANNEL AND 2W X 30'" GROUTED RIP RAP SPU 20 CONSTRUCT TIMBER BULKHEAD PER RCFCD STD. 804 36 CONST. TRASH RACK PER L.A. Co. FLOOD CON \ DISTRICT STD. 2 -DTR I.1 1 /y ..::..:... ..::.:::. >.:.::::............... ....r:......m ........,............ ......... :.............. . .... . ..... . . ............................................. ......... .................... ....................................... ........ ......... ........ .... ...... .............. . 1IVESTWAR0 Ham- ORIVE - }+ ..... t i i i -- . R -W. . - {- -� _ : PROPC D FINISHED SURFAC .. Tl I. f -69.16 ws T. _� - 1 f - •- -� { : -0 = :14 CFS ! 1 O =•15.? CFS i. v= 5.6'FPS ' .. v= hi.9 FPS . ... i . i HGL i_ ( ' .. -t EE• ONSITE 0.2T WS _ 1 C3RAt�ING'P'LAN I 1 OROUNDLINE.� S. 0-00 6. 4. hob. • �`~ � t - 'CONST ! CONST -116 09 LF ' • , . CP ITbO ? -24" CP• 'T7,5O 0 =LOAQ LiE " B' . LATER 0h� � SCALE HORIZ. 1" VERT. '1" = 4' CONSTRUCTION NOTES r 2a ooNSTRUCT, Ig' R�cyP� rMO Dn-I,.ay�D^ CONSTRUCT 42" RCP 1730 D -LOAD 1 9. CONSTRUCT CS PER RCFCD STD C8100(W =7', V PER PLAN) a 30 CONSTRUCT J.S. • 2 PER RCFCD STD JS227 31, CONSTRUCT MANHOLE NO.1 PER RCFCD STO MH251 V CONSTRUCT INLET STRUCTURE PER CALTRANS STD D84 (CONNECTION TO RCP TYPE 1) Ve 48 ". Lu 41". H■ G" 3 'CONSTRUCT CONCRETE HEADWALL PER PLANS AND DETAILS PER SHEET 13 OF -14 . CONSTRUCT OUTLET STRUCTURE PER PLANS AND DETAILS PER SHEET 13 OF 14. WITH 4'XP RECTANGULAR 1 CHANNEL AND 29 X 30'" GROUTED RIP RAP SPLASH BLOCK AREA 20 CONSTRUCT TWIBER BULKHEAD PER RCFCO STD. 804 (, 36 CONST. TRASH RACK PER L.A. Co. FLOOD CONTROL J DISTRICT STD. 2 -13TR 1.1 do �dit/ O/C vF � r4 Q 0 Alt o1§J1►■I_WKo]►ViI►Vil§JJ IIWMZY_ \: .■ .