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31379-~'._~'��� 38 \ \�um»~- __-.-- ���__'_ ` ~_- `'-.- t p JUL 16 213 GOw1M Ot �MEK7 TRACT 31379 Hydrology & Hydraulics Report • Proiect Location • City of La Quinta Drainage Policy and Project's compliance • Summary • Appendices Appendix A: Q100 Hydrology Calculation 1. Rational Method 2. Unit Hydrograph Appendix B: Reference 1. Precipitation Table 2. Plate E -5.5, 2 Year — 24 Hour Precipitation 3. Plate E -5.6, 100 Year — 24 Hour Precipitation 4. Plate D -5.5, Runoff Index Numbers for Pervious Area 5. Plate D -5.6, Impervious Cover for Developed Areas 6. Plate D -5.7, Runoff Coefficient Curve Data • Pocket Map Exhibits 1. Plate 1 — Rational Method Hydrology Map 2. Plate 2 —Unit Hydrograph' Method Hydrology Map -' \ / 't el I - '�� Suite 350 I IER ONG. RPL Voice: 949-251-8821 'Q ANN PLANNERS ENGINEERS S E SURVEYORS OF C I kL&h&e4::� [File: C:\Word\ TRACT31379 Appendix Index) mss'' �^%`' ' ����'y� ti �yti sr, �� N •li `•\�� �w \ *\ i�/ ;. 9 %,�., .,1 ��'s`� i,� 2 PROJECT LOCATION o Cl z a 3 AVENIDA FERNANDO z ck:: (—,> LA QUINTA p z � RESORT & CLUB 0:: m W Q ° 3 N Q O p S Q Z Z W W N W � J Q W Q AVENUE 50 VICINITY MAP NOT TO SCALE l 11 1 !_1 L� L I I i CITY OF LA QUINTA DRAINAGE POLICY The City of La Quinta's drainage policy is a simple one — "retain all of your project's stormwater on- site." All new projects must demonstrate their ability to comply with this drainage policy. Common retention techniques include the following: • Collecting and directing stormwater to depressed areas in golf courses. • Collecting and directing stormwater to dedicated on -site retention basins. • Collecting and directing stormwater to underground leach pits or fields. • Combinations of the above three techniques. Homeowners or property owner associations usually maintain these facilities, minimizing the maintenance costs to the City of La Quinta. In the case-ef- projects adjace t to major regional stormwater facilities (Whitewater River, etc:"), the projects are allowed to r ' �'rectly into the facility without attenuation. La Quinta Resort and Club Real (LQRCRt' jacent to a regional facility and will have to retain its stormwater on -site. ; i t he= proposed project_is =in- - mpliance-with the City of La Quinta's Drainage Policy. The proposed retention basin will be constructed with sufficient capacity to handle the expected 100 -year storm runoff volume of the entire off -site and on -site drainage tributary areas. See Table below for a summary of the required storage volume and supplied storage of proposed retention basin. MDS CONSULTING Summary of Results Table Required Supplied Storage at Storage Volume Retention Basin (ac -ft) (ac -ft) 46.1 47.6 LA QUINTA RESORT AND CLUB KSL DEVELOPMENT CORPORA 10 Appedix ®1 Rational Method PREPARED BY: 61 0 ¢ z E 79.799 Old Avenue 52 Lo Ouinlo, CA 92257 DORIC N PPLANNWERS Voim: 760- 771 -4017 S C N U L 7 2 FAR: 760- 7714077 E NGINEERS SURVEYORS 10 r ti a t ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01101199 License ID 1269 Analysis prepared by: MDS.Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 31379 * Q100 HYDROLOGY * JN 581 -00 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \31379 \31379.100 -- TIME /DATE -OF- STUDY - -5_39 7/ 2/2003 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 = 0.95 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 = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5796 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 101.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 830.00 UPSTREAM ELEVATION = 601.80 DOWNSTREAM ELEVATION= 59.00 ELEVATION DIFFERENCE = 542.80 TC = 0.533 *[( 830.00 * *3) /( 542.80)1 * *.2 = 8.529 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.957 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED'RUNOFF COEFFICIENT = .8800 SUBAREA RUNOFF(CFS) = 25.73 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 25.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �� I'l, I t - -FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 51.00 DOWNSTREAM NODE ELEVATION = 50.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 25.73 FLOW VELOCITY(FEET /SEC) = 1.18 FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 10.77 TC(MIN.) = 19.30 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 - -------------- --- -------- --- --------- ----- ---------- ----------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< -- - --------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.088 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8750 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 32.97 TOTAL AREA(ACRES) = 18.10 TOTAL RUNOFF(CFS) = 58.70 TC(MIN) = 19.30 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 - - ----- - - - - -- - -- - -- ----------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.088 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8020 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 19.70 TOTAL RUNOFF(CFS) = 62.66 TC(MIN) = 19.30 FLOW PROCESS FROM NODE 102.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 50.50 DOWNSTREAM NODE ELEVATION = 50.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1310.00 CHANNEL SLOPE = 0.0004 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 62.66 FLOW VELOCITY(FEET /SEC) = 1.34 FLOW DEPTH(FEET) = 1.96 TRAVEL TIME(MIN.) = 16.30 TC(MIN.) = 35.59 FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 -------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 35.59 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) AT CONFLUENCE _ STREAM 1 ARE: 62.66 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>> RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1220.00 DOWNSTREAM ELEVATION = 490.00 ELEVATION DIFFERENCE = 730.00 TC = 0.533 *[( 1000.00 * *3) /( 730.00)] * *.2 = 8.990 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.808 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8800• SUBAREA RUNOFF(CFS) = 44.85 TOTAL AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = 44.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS -FROM NODE 201.00 TO NODE 202.00 IS CODE = 53 --------------------------------------------------------- >> >>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<<<<< - ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 490.00 DOWNSTREAM NODE ELEVATION = 235.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL SLOPE = 0.3923 CHANNEL FLOW THRU SUBAREA(CFS) = 44.85 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = 0.2127 (PER PLATE D -6.2) FLOW VELOCITY(FEET /SEC) = 9.16 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 10.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - -- 202.00 -TO -N ODE 202.00 IS CODE = 8 ----------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.476 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = 25.70 SUBAREA RUNOFF(CFS) = 101.22 TOTAL AREA(ACRES) = 36.30 TOTAL RUNOFF(CFS) = 146.07 TC(MIN) = 10.17 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 53 ---------------------------------------------------------------------------- i - ->> >>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< <<<. >> >>>TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 235.00 r DOWNSTREAM NODE ELEVATION = 62.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 880.00 CHANNEL SLOPE = 0.1966 CHANNEL FLOW THRU SUBAREA(CFS) = 146.07 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE _ FLOW VELOCITY(FEET /SEC) = 11.71 (PER PLATE D -6 TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 11.42 0.1583 (PER PLATE D -6.2) 3) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< - -- ----------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.184 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = 53.40 SUBAREA RUNOFF(CFS) = 196.63 TOTAL AREA(ACRES) = 89.70 TOTAL RUNOFF(CFS) = 342.70 TC(MIN) = . 11 .42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 50.10 DOWNSTREAM NODE ELEVATION = 50.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0002 CHANNEL BASE(FEET) = 30.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 342.70 FLOW VELOCITY(FEET /SEC) = 1.82 FLOW DEPTH(FEET) = 4.77 TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 15.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.536 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8107 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 14.91 TOTAL AREA(ACRES) = 94.90 TOTAL RUNOFF(CFS) = 357.61 TC(MIN) = 15.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 15.27 RAINFALL INTENSITY(INCH /HR) = 3.54 TOTAL STREAM AREA(ACRES) = 94.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 357.61 r 1 r I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 62.66 35.59 2.166 19.70 2 357.61 15.27 3.536 94.90 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) 1 384.50 15.27 3.536 2 281.65 ' 35.59 2.166 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 384.50 Tc(MIN.) = 15.27 TOTAL AREA(ACRES) = 114.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE- 51 ---------------------------------------------------------------------------- >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION = 42.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1620.00 CHANNEL SLOPE = 0.0049 CHANNEL BASE(FEET) = 30.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 384.50 FLOW VELOCITY(FEET /SEC) = 5.24 FLOW DEPTH(FEET) = 2.14 TRAVEL TIME(MIN.) = 5.15 TC(MIN.) = 20.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.988 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8746 SUBAREA AREA(ACRES) = 13.66 SUBAREA RUNOFF(CFS) = 35.54 TOTAL AREA(ACRES) = 128.20 TOTAL RUNOFF(CFS) = 420.04 TC(MIN) = 20.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 8 ---------------------------------------------------------------------------- - ->>>>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.988 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7991 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 8.60 TOTAL AREA(ACRES) = 131.80 TOTAL RUNOFF(CFS) = 428.64 TC(MIN) = 20.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ------------------------------------------------ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW -PROCESS -FROM - NODE_ - - -- 1.00 -TO - NODE -- 10.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM T DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 500.00 UPSTREAM ELEVATION = 53.30. DOWNSTREAM ELEVATION = 50.00 ELEVATION DIFFERENCE = 3.30 TC = 0.393 *[( 500.00 * *3) /( 3.30)] * *.2 = 12.872 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.905 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7108 SUBAREA RUNOFF(CFS) = 10.27 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 10.27 I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 - - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.3 UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION- 49.50 FLOWLENGTH(FEET) = 900.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.27 TRAVEL TIME(MIN.) = 6.54 TC(MIN.) = 19.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.078 SOIL CLASSIFICATION IS "A'! SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6843 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 16.80 TC(MIN) = 19.41 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 l it II ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - - -- -- -- -- ------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.078 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6843 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.58 TOTAL AREA(ACRES) = 12.30 TOTAL RUNOFF(CFS) = 28.38 TC(MIN) = 19.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.2 UPSTREAM NODE ELEVATION = 49.50 DOWNSTREAM NODE ELEVATION = 48.00 FLOWLENGTH(FEET) = 250.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.38 TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 19.99 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.025 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6824 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 7.43 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 35.81 TC(MIN) = 19.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRP_VELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.9 UPSTREAM NODE ELEVATION = 48.00 DOWNSTREAM NODE ELEVATION = 46.20 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.81 TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 20.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ----------------------------------------------------------7----------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.943 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6793 -- FLOW - PROCESS - FROM - NODE - - -- 13.10 -TO- NODE - - -- 13_10 8 -IS CODE = >> >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.932 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8558 SUBAREA AREA(ACRES)_= 1.10 SUBAREA RUNOFF(CFS) - 2.76 TOTAL AREA(ACRES) = 20.60 TOTAL RUNOFF(CFS) = 45.77 TC(MIN) = 21.10 FLOW PROCESS FROM NODE 13.10 TO NODE 17.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< «<----- - - - - -- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 45.70 DOWNSTREAM NODE ELEVATION = 44.50 FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.77 TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 21.69 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8 ---------------------------------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.886 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6771 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.91 TOTAL AREA(ACRES) = 22.60 TOTAL RUNOFF(CFS) = 49.68 TC(MIN) = 21.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 19.50 TOTAL RUNOFF(CFS) = 43.01 j TC(MIN) = 20.96 FLOW PROCESS FROM NODE 13.00 TO NODE 13.10 IS CODE = 3 ---------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.4 UPSTREAM NODE ELEVATION = 46.20 DOWNSTREAM NODE.ELEVATION = 45.70 FLOWLENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 43.01 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 21.10 -- FLOW - PROCESS - FROM - NODE - - -- 13.10 -TO- NODE - - -- 13_10 8 -IS CODE = >> >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.932 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8558 SUBAREA AREA(ACRES)_= 1.10 SUBAREA RUNOFF(CFS) - 2.76 TOTAL AREA(ACRES) = 20.60 TOTAL RUNOFF(CFS) = 45.77 TC(MIN) = 21.10 FLOW PROCESS FROM NODE 13.10 TO NODE 17.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< «<----- - - - - -- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 45.70 DOWNSTREAM NODE ELEVATION = 44.50 FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.77 TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 21.69 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8 ---------------------------------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.886 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6771 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.91 TOTAL AREA(ACRES) = 22.60 TOTAL RUNOFF(CFS) = 49.68 TC(MIN) = 21.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 21.69 RAINFALL INTENSITY(INCH /HR) = 2.89 TOTAL STREAM AREA(ACRES) = 22.60 PEAK FLOW RATE(CFS) AT CONFLUENCE'= 49.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 14.00 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 = 590.00 UPSTREAM ELEVATION = 56.50 DOWNSTREAM ELEVATION = 53.25 ELEVATION DIFFERENCE = 3.25 TC = 0.393 *[( 590.00 * *3) /( 3.25)] * *.2 = 14.259 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.680 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7042 SUBAREA RUNOFF(CFS) = 8.03 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 8.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 21.0 INCH PIPE IS 12.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION = 53.25 DOWNSTREAM NODE ELEVATION = 51.70 FLOWLENGTH(FEET) = 280.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.03 TRAVEL TIME(MIN.) = 0.90 TC(MIN.) = 15.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.551 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7003 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 8.21 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 16.24 TC(MIN) = 15.16 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------- - - - - -- 1 t - >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION = 51.70 DOWNSTREAM NODE ELEVATION = 49.20 FLOWLENGTH(FEET) = 490.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.24 TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 16.53 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - ---- - - - - -- --------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.377 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6947 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 10.09 TOTAL AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = 26.33 TC(MIN) = 16.53 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.8 UPSTREAM NODE ELEVATION = 49.20 DOWNSTREAM NODE ELEVATION = 44.50 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.33 TRAVEL TIME(MIN.) = 0.83 TC(MIN.) = 17.37 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8 -----------------------------------------=---------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.283 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6915 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 9.76 TOTAL AREA(ACRES) = 15.00 TOTAL RUNOFF(CFS) = 36.09 TC(MIN) = 17.37 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 17.37 RAINFALL INTENSITY(INCH /HR) = 3.28 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.09 I� ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.68 21.69 2.886 22.60 2 36.09 17.37 3.283 15.00 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) I� 1 75.87 17.37 3.283 2 81.41 21.69 2.886 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.41 Tc(MIN.) = 21.69 TOTAL AREA(ACRES) = 37.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** j FLOW PROCESS FROM NODE 17.00 TO NODE 205.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.4 UPSTREAM NODE ELEVATION = 43.50 DOWNSTREAM NODE ELEVATION = 43.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 81.41 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 21.76 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 11 ---------------------------------------------------------------------------- _ - >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 81.41 21.76 2.880 37.60 ** MEMORY BANK #' 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) i 1 428.64 20.42 2.988 131.80 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. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 505.03 •20.42 2.988 2 494.55 21.76 2.880 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 505.03 Tc(MIN.) = 20.42 TOTAL AREA(ACRES) = 169.40 ------------------- - - - - -- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 505.03 Tc(MIN.) = 20.42 TOTAL AREA(ACRES) = 169.40 - - ------------------------------- END OF RATIONAL METHOD ANALYSIS 1 Unit Hydrograph I Jeway ��e.�nl Il�ugy lon8aq[I '�i 11+ b 9� �1. ���S,1i�tdl' la,ml,ai 411y��alrr Iilpoi9. � �911i �9� �p � +uar PREPARED BY: M O R S E 79 -799 Old A- 53 . La Ouinto, CA 93253 ootctcR Void: 760.771-4013 i C R U l T 2 FAX. 760. 771 4073 PLANNERS ENGINEERS SURVEYORS a WIN n �1 1 3137924100.out.txt u n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 study date 07/14/03 File: 3137924100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County synthetic unit Hydrology Method RCFC & wCD Manual date - April 1978 MDS Consulting, Irvine, California - S/N 841 --------------------------------------------------------------------- English (in -lb) Input units used English Rainfall Data (Inches) Input values used English units used in output format TRACT 31379 Q100 / 24 HR STORM [FILE:31379] Drainage Area = 165.80(AC.) = 0.259 sq. Mi. Length along longest watercourse = 4410.00(Ft.) Length along longest watercourse measured to centroid = 2205.00(Ft.) Length along longest watercourse = 0.835 Mi. Length alone longest watercourse measured to centroid = 0.418 Mi. Difference in elevation = 1183.00(Ft.) slope along watercourse = 1416.3810 Ft.: /Mi. Average Manning's 'N' = 0.020 Lag time = 0.081 Hr. Lag time = 4.86 Min. 25% of lag time = 1.22 Min. 409% of lag time = 1.94 Min. unit time = 15.00 Min. Duration of storm = 24 Hour(s) user Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)[1] Rai nf al I (In) [21 weighting[1 *2] 165.80 1.60 265.28 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1 *2] 165.80 5.00 829.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 5.000(In) .. Point rain (area averaged) = 5.000(In) Areal adjustment factor = 99.97 Page 1 3137924100.out.txt Adjusted average point rain = 4.998(In) Sub -Area Data: 1-1 Area(AC.) Runoff Index Impervious % 6.800 78.00 0.000 121.400 93.00 0.000 36.500 1.100 32.00 0.400 32.00 0.900 Total Area Entered = 165.80(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 78.0 89.8 0.132 0.000 0.132 0.041 0.005 93.0 32.0 97.2 52.0 0.036 0.000 0.036 0.552 0.400 0.353 0.732 0.027 0.220 0.078 32.0 52.0 0.552 0.900 0.105 0.007 0.001 Sum (F) = 0.110 Area averaged mean soil loss (F) (In /Hr) = 0.110 Minimum soil loss rate ((In /Hr)) = 0.055 (for 24 hour storm duration) soil low loss rate (decimal) = 0.828 --------------------------------------------------------------------- u i t H d h n y r o g r a p Combination of 'S' curves: VALLEY 'S' Curve Percentage = 23.00 FOOTHILL 'S' Curve Percentage = 0.00 MOUNTAIN 'S' Curve Percentage = 77.00 DESERT 'S' Curve Percentage = 0.00 I--------------------------------------------------------------------- -------------------------------------------------------------------- unit Hydrograph Data unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ----------------------------7-------------------------------7-------- 1 0.250 308.491 54.441 90.968 2 0.500 616.982 34.207 57.159 3 0.750 925.474 8.100 13.535 4 1.000 1233.965 3.252 5.434 ----------------------------------------------------------------------- Sum = 100.000 Sum= 167.095 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.)' Percent (In /Hr) Max Low (In /Hr) 1 0.25 0.20 0.040 0.195 0.033 0.01 2 0.50 0.30 0.060 0.193 0.050 0.01 3 0.75 0.30 0.060 0.191 0.050 0.01 4 1.00 0.40 0.080 0.188 0.066 0.01 5 1.25 0.30 0.060 0.186 0.050 0.01 6 1.50 0.30 0.060 0.184 0.050 0.01 7 1.75 0.30 0.060 0.182 0.050 0.01 8 2.00 0.40 0.080 0.180 0.066 0.01 9 2.25 0.40 0.080 0.177 0.066 0.01 r 10 11� 2.50 0.40 2.7� 0.50 0.080 0.175 0.066 0.100 0.173 0.083 0.01 0.02 3h 00 0.50 0.100 0.171 0.083 0.02 13 "3:"25 0.50 0.100 0.169 0.083 0.02 14 3.50 0.50 0.100 0.167 0.083 0.02 15 3.75 0.50 0.100 0.165 0.083 0.02 16 4.00 0.60 0.120 0.163 0.099 0.02 17 4.25 0.60 0.120 0.161 0.099 0.02 Page 2 1-1 i Page 3 . 3137924100.out.txt 18 4.50 0.70 0.140 0.158 0.116 0.02 19 4.75 0.70 0.140 0.156 0.116 0.02 20 21 5.00 5.25 0.80 0.60 0.160 0.120 0.154 0.152 - -- 0.099 0.01 0.02 22 5.50 0.70 0.140 0.150 0.116 0.02 23 1: 7 0.80 0.160 0.148 - -- 0.01 24 25 6:00 6.25 0.80 0.90 0.160 0.180 0.146 0.145 - -- 0.01 0.04 26 6.50 0.90 0.180 0.143 ___ 0.04 27 6.75 1.00 0.200 0.141 - -- 0.06 28 29 7.00 7.25 1.00 1.00 0.200 0.200 0.139 0.137 - -- 0.06 0.06 30 7.50 1.10 0.220 0.135 0.08 31 7.75 1.20 0.240 0.133 - -- 0.11 32 33 8.00 8.25 1.30 1.50 0.260 0.300 0.131 0.130 - -- 0.13 0.17 34 8.50 1.50 0.300 0.128 0.17 35 8.75 1.60 0.320 0.126 - -- 0.19 36 9.00 1.70 0.340 0.124 - -- 0.22 37 9.25 1.90 0.380 0.122 0.26 38 9.50 2.00 0.400 0.121 0.28 39 9.75 2.10 0.420 0.119 - -- 0.30 40 10.00 2.20 0.440 0.117 - -- 0.32 41 10.25 1.50 0.300 0.116 0.18 42 10.50 1.50 0.300 0.114 0.19 43 10.75 2.00 0.400 0.112 - -- 0.29 44 11.00 2.00 0.400 0.111 - -- 0.29 45 11.25 1.90 0.380 0.109 0.27 46 11.50 1.90 0.380 0.107 0.27 47 11.75 1.70 0.340 0.106 - -- 0.23 48 12.00 1.80 0.360 0.104 - -- 0.26 49 12.25 2.50 0.500 0.103 - -- 0.40 50 12.50 2.60 0.520 0.101 - -- 0.42 51 12.75 2.80 0.560 0.100 - -- 0.46 52 13.00 2.90 0.580 0.098 - -- 0.48 53 13.25 3.40 0.680 0.097 0.58 54 13.50 3.40 0.680 0.095 ___ 0.58 55 13.75 2.30 0.460 0.094 - -- 0.37 56 14.00 2.30 0.460 0.092 - -- 0.37 57 14.25 2.70 0.540 0.091 0.45 58 14.50 2.60 0.520 0.089 ___ 0.43 59 14.75 2.60 0.520 0.088 - -- 0.43 60 15.00 2.50 0.500 0.087 - -- 0.41 61 15.25 2.40 0.480 0.085 0.39 62 15.50 2.30 0.460 0.084 ___ 0.38 63 15.75 1.90 0.380 0.083 - -- 0.30 64 16.00 1.90 0.380 0.082 - -- 0.30 65 16.25 0.40 0.080 0.080 0_066 0.01 66 16.50 0.40 0.080 0.079 0.00 67 16.75 0.30 0.060 0.078 0.050 0.01 68 17.00 0.30 0.060 0.077 0.050 0.01 69 17.25 0.50 0.100 0.076 0.02 70 17.50 0.50 0.100 0.074 ___ 0.03 71 17.75 0.50 0.100 0.073 - -- 0.03 72 18.00 0.40 0.080 0.072 - -- 0.01 73 18.25 0.40 0.080 0.071 - -- 0.01 74 18.50 0.40 0.080 0.070 - -- 0.01 75 18.75 0.30 0.060 0.069 0.050 0.01 76 19.00 0.20 0.040 0.068 0.033 0.01 77 19.25 0.30 0.060 0.067 0_050 0.01 78 19.50 0.40 0.080 0.066 0.01 79 19.75 0.30 0.060 0.065 0.050 0.01 80 20.00 0.20 0.040 0.064 0.033 0.01 i Page 3 . 7 1 11 - - -- ----------------------------- Peak flow rate of this hydrograph = 95.591(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H.y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) volume AC.Ft Q(CFS) 3137924100.out.txt 81 20.25 0.30 0.060 0.064 0.050 0.01 82 20.50 0.30 0.060 0.063 0.050 0.01 83 20.75 0.30 0.060 0.062 0.050 0.01 84 21.00 0.20 0.040 0.061 0.033 0.01 85 21.25 0.30 0.060 0.061 0.050 0.01 86 21.50 0.20 0.040 0.060 0.033 0.01 87 21.75 0.30 0.060 0.059 - -- 0.00 88 22.00 0.20 0.040 0.059 0.033 0.01 89 22.25 0.30 0.060 0.058 - -- 0.00 90 22.50 0.20 0.040 0.057 0.033 0.01 91 22.75 0.20 0.040 0.057 0.033 0.01 92 23.00 0.20 0.040 0.056 0.033 0.01 93 23.25 0.20 0.040 0.056 0.033 0.01 94 23.50 0.20 0.040 0.056 0.033 0.01 95 23.75 0.20 0.040 0.055 0.033 0.01 96 24.00 0.20 0.040 0.055 0.033 0.01 I Sum = 100.0 3 +45 0.6532 2.87 Sum = 11.9 I Flood volume = Effective rainfall 2.97(In) 0.7191 3.19 times area 165.8(AC.) /[(In) /(Ft.)] = 41.1(AC.Ft) 4 +15 Total soil loss = 2.03(In) ( I I I Total soil loss = 27.983(AC.Ft) vQ Total rainfall = 5.00(In) 0.9482 3.96 VQ I Flood volume = 1789351.1 Cubic Feet 5+ 0 0.9961 2.32 Total soil loss = 1218944.4 Cubic Feet I - - -- ----------------------------- Peak flow rate of this hydrograph = 95.591(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H.y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) volume AC.Ft Q(CFS) 0 25.0 50.0 75.0 100.0 ----------------------------------------------------------------------- 0+15 0.0129 0.63 Q I 0 +30 0.0405 1.33 Q I I I I 0 +45 0.0740 1.62 Q I I I I 1+ 0 0.1157 2.02 Q 1 +15 0.1554 1.92 Q I I I I 1 +30 0.1920 1.77 Q I I I 1 +45 0.2280 1.74 Q 2+ 0 0.2701 2.04 Q I I I I 2 +15 0.3163 2.23 Q f 2 +30 0.3634 2.28 Q I I I I 2 +45 0.4174 2.61 VQ I I I I 3+ 0 0.4754 2.81 VQ I I ( I 3 +15 0.5344 2.86 VQ I 3 +30 0.5938 2.87 VQ I I I 3 +45 0.6532 2.87 VQ I I I I 4+ 0 0.7191 3.19 VQ I I I I 4 +15 0.7890 3.38 VQ ( I I I 4 +30 0.8664 3.74 vQ 4 +45 0.9482 3.96 VQ I I I I 5+ 0 0.9961 2.32 Q I I I I 5 +15 1.0508 2.65 Q I I I I 5 +30 1.1247 3.58 IQ I I I I 5 +45 1.1812 2.73 IQ 6+ 0 1.2291 2.32 QV 6 +15 1.3175 4.28 IQ I I I 6 +30 1.4346 5.67 IVQ I I I 6 +45 1.6014 8.08 IV Q I { I Page 4 f 3137924100.out.txt IV Q I IVVQ I I I I I V QQ I I I V QIQ I I V IQ I I I VV I Q Q I I Vv I Q QI I VI Q I Q V I VV Q Q I I I VvQ I Q I V I I Q I VIV Q QIQ I I VV v I Q Q Q I I QVQVI I I Q I Vv I QQ I V IQQ Q IQ IQ IQ IQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q mi Page 5 Q Q V V V V VVI Vi VI VI VI VI VI VI vi VI VI VI VI VI VI VI VI VI VI 7+ 0 1.8008 9.65 7 +15 2.0123 10.24 7 +30 2.2701 12.48 7 +45 2.5955 15.75 8+ 0 2.9942 19.29 8 +15 3.5058 24.76 8 +30 4.0788 27.73 8 +45 4.7090 30.50 9+ 0 5.4111 33.98 9 +15 6.2237 39.33 9 +30 7.1351 44.11 9 +45 8.1271 48.01 10+ 0 9.1964 51.75 10 +15 10.0398 40.82 10 +30 10.7315 33.48 10 +45 11.5800 41.07 11+ 0 12.5367 46.30 11 +15 13.4894 46.11 11 +30 11 +45 14.4353 15.3059 45.78 42.14 12+ 0 16.1701 41.83 12 +15 17.3153 55.43 12 +30 12 +45 18.6699 20.1700 65.56 72.61 13+ 0 21.7815 78.00 13 +15 23.6233 89.14 13 +30 13 +45 25.5983 27.1950 95.59 77.28 14+ 0 28.5480 65.49 14 +15 29.9947 70.02 14 +30 31.4785 71.82 14 +45 32.9659 71.99 15+ 0 34.4237 70.56 15 +15 35.8226 67.71 15 +30 37.1593 64.70 15 +45 38.3187 56.11 16± 0 39.3801 51.37 16 +15 39.8838 24.38 16 +30 40.0185 6.52 16 +45 40.0763 2.80 17+ 0 40.1097 1.62 17 +15 40.1708 2.96 17 +30 40.2517 3.92 17 +45 40.3400 4.27 18+ 0 40.3960 2.71 18 +15 40.4321 1.75 18 +30 40.4662 1.65 18 +45 40.5005. 1.66 19+ 0 40.5294 1.40 19 +15 40.5609 1.53 19 +30 40.6020 1.99 19 +45 40.6413 1.90 20+ 0 40.6715 1.46 20 +15 40.7034 1.55 20 +30 40.7381 1.68 20 +45 40.7734 1.71 21+ 0 40.8025 1.41 21 +15 40.8341 1.53 21 +30 40.8623- 1.37 21 +45 40.8756 0.65 22+ 0 40.8926 0.82 22 +15 40.9056 0.63 22 +30 40.9229 0.84 3137924100.out.txt IV Q I IVVQ I I I I I V QQ I I I V QIQ I I V IQ I I I VV I Q Q I I Vv I Q QI I VI Q I Q V I VV Q Q I I I VvQ I Q I V I I Q I VIV Q QIQ I I VV v I Q Q Q I I QVQVI I I Q I Vv I QQ I V IQQ Q IQ IQ IQ IQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q mi Page 5 Q Q V V V V VVI Vi VI VI VI VI VI VI vi VI VI VI VI VI VI VI VI VI VI L� F r� u Page 6 vi vi vI vi VI vi v 3137924100.out.txt 22 +45 40.9453 1.08 Q 23+ 0 40.9685 1.12 Q 23 +15 40.9923 1.15 Q 23 +30 41.0160 1.15 Q I I I 23 +45 41.0398 1.15 Q 24+ 0 41.0636 1.15 Q 24 +15 41.0744 0.52 Q I I 24 +30 41.0771 0.13 Q 24 +45 ------------------------------------------------------------- 41.0778 0.04 Q F r� u Page 6 vi vi vI vi VI vi v Area by Soil Type and Development Undeveloped Develo ed Total R1 =78 RI =93 R1 =32 RI =32 Soil Type Soil Type Soil Type Soil Type''' Natural & Natural Residential Entrance �y ►� Basin Mountain Street f 1.6 10.6 3.7 1.1 5.2 25.7 5.5S' 53.4 3.1 AA� 12.2 3.6 13.6 2.0 4.3 3.3�:'��.. 6.8 1 121.4 1 36.5 1.1 = 165.8 UNIT HYDROGRAPH CALCULATION DATA: OH = 1220 — 37 = 1183' L = 1000 +650 +880 +420 +1460= 4410' m LCD= 2205' PERCENTAGE CALCULATION FOR SOIL LOSS: 1. Mountain = (6.8 + 121.4) / 165.8 = 0.773 x 0.9 = 0.696 2. Dev = 37.6 / 165.8 = 0.227 x ((0.9 — (0.8 x 0.4)) = 0.132 Total = 0.828 11 if 11 PRECIPITATION Storm Duration Rainfall Reading from Riverside County Chart Plate D -4 & E -5 2 Year Storm 100 year Storm inch inch kffl` r , 3I' 10'R7 " ff F+�` o r i 225A is�,� V- - r! - b}`, . `� p 6 Y may- »._�J`! 4!',h��: �4 -fk -; '�" $. �Ft nl.. ax�f� _ i'f. _'✓ A`5�r i'��ySA - 24 Hr 1.6 5.0 BASIN VOLUME CALCULATIONS Uooer Basin HWS Elev. Area Avg. Area Diff. Elev. Vol. SF SF F [AC/FT] 56 213600 195600 2_ 8.98 54 177600 159600 2 7.33 52 141600 123900 2 5.69 50 106200 72780 2 3.34 48 39360 E!02 31680 2 1.45 46 24000 Req'd Basin Volume 1 26.79 Mid Basin HWS Elev. Area Avg. Area Diff. Elev. Vol. SF SF F [AC/FT] 52 61680 56280 2 2.58 50 50880 46200 2 2.12 48 41520 32880 2 1.51 46 24240 22320 2 44 1 20400 E!02 Req'd Basin Volume I 7.24 Lower Basin HWS Elev. Area Avg. Area Diff. Elev. Vol. SF SF F [AC/FT] 45 53280 46140 5 5.30 40 39000 32760 5 3.76 35 26520 21360 5 2.45 30 16200 Req'd Basin Volume 11.51 j TOTAL VOLUME 45.54 AC /FT Reference 9�i�1� IiU�i3� �li3i� ilnh�il I d- �� EBB 4i. '�i nidi 6y�, I „p iiei�I,� 7, 6 � a PREPARED BY: M O R S F 79 -799 Old A- 52 . La Cuinro, CA 92253 DORIC X vain: 760 -M-4013 S C N U l T Z FAX: 760.771.4073 PLANNERS ENGINEERS SURVEYORS 9. I I I .... 1, 1 1 RUNOFF INDEX NUMBERS. OF -HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Quality of Soil Grow CoVer Type (3) Cover (2). A B C D NATURAL COVERS Barren 78 86 91 93 (Rockland, eroded and graded land)- Chaparrel, Broadleaf Poor 53 70 80 85 (Manzohita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 -78 Chaparrel", NarrowleAf Poor 71 82 88 91 (Chamise- 'and redsharik) 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 Cienegis 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 = budkwheat,.-sagel,* etc.) Fair 46 .66 77 83 Good. 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or"bk6aLdleif- trees predominate. Fair 36 60 73 79 density:1 'fait .16a9t 50, percent} Canopy s Good 28 55 70 77 Woodl and, 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 (taw'n, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass.) Fair 44 65 77 82 v Good 33 58 72 79 AGRICULTURAL COVERS Fallow 76 85 90 92 (Land plowed but not tilled-or seeded) R C F C 81 W.C.D RUNOFF INDEX NUMBERS FOR HYDROLOGY JMANUAL PERVIOUS AREA PLATE D-5.5 0 of 2) ACTUAL IMPERVIOUS COVER Recommended.Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (1i Acre) Lots. 30 - 45 40 7,200.= 10,000 S. F. Lots. 45 ­55 50 . Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - .,90.. 80 Mobile Home Park 60 - 85 75 Commercial, :Downtown ..: .80 -100 .90 BuS,ines:s or Industrial.. Notes: Land use should `be -based on.. ultimate development of the watershed.,.. .Long 'range master. plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions.which may not :apply to a particular study area. The percentage impervious may. vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc.. Landscape practices should also be considered as it is common in some areas to use ornamental grav- -els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC & WCD r�YDRJLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE D -5.6 r r r D m v i O O .r. N rV C < JP '/ D C') C D r m C Z c') O C n < rn 0 O rn D n D c') rn Z RUNOFF COEFFICIENTS FAR RI INDEX NO. - 76 IMPERVIOUS INTENSITY - INCHES /HOUR PERCENT .0 .5 1.0 1.S 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. .00 .49 .63 .70 .7♦ .77 .79 .80 .BI .83 .84 S. .0• .S1 .65 .71 .75 .78 .79 .R1 .82 .e3 .64 10. .00 .53 .66 .72 .76 .7B .AO .e6 .e2 .B♦ .65 I5. .13 -5S .67 .73 .77 .79 .81 :Al .A2 .83 .6♦ -e5 20. .18 .57 .69 . 74 .77 .80 .81 .82 .83 .84 as 25. .22 .59 .70 .75 .78 .80 .A2 .A3 .84 .65 .86 30. .27 .61 .71 .76 .79 .81 .92 .83 .84 .8S .86 3S. .31 .63 .73 .77 .80 .82 .83 .94 .84 as .86 40. .36 .65 .74 .78 .41 .82 .03 .A♦ .85 .86 .66 ♦5. .40 .67 ,75 .79 .81 .83 ,A♦ .85 .9S .86 .67 50. ,45 .69 '77 .60 .92 .84 .84 as .86 .87 .67 S5. .49 .71 .78 .91 .83 .84 .85 .R6 .86 .e7 .87 60. .54 .74 .79 .82 .84 as .86 .86 .87 .87 .88 65.' .56 .76 .81 .93 .9s .85 .86 .87 .87 .88 .86 70. .63 .78 .82 .8♦ .As .86 AT AT .87 .88 .88 75. .67 .80 .83 .SS .96 .87 .R7 .88 .88 .88 .89 80. .72 .82 as .86 AT .87 .88 .AR .88 .89 .89 85. .76 .84 .86 .97 .AA .88 .88 .A9 .89 .89 .89 90. .81 .86 .e7 .69 AS .89 .89 .89 .89 .89 .69 95. .86 .88 .89 .89 .89 .89 -R9 .90 .90 .90 .90 100. .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR AT INDEX NO. = 80 IHPERVIOUSI INTENSITY - INCHES /HOAR PERCENT .0 .5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. 5. 10. 15. 20. 25. 30. 3S- 40. ♦5. 50. 55. 60. 65. 70. 7S. 80. 85. 90. 9S. 100. .00 .S• .67 .74 .77 .79 .Al .A2 .R3 .84 AS .0♦ .56 .69 .7♦ .7A ,p0 al .R3 .B3 .e5 .86 .09 ,S8 .70 ,75 ,78 .80 ,82 .p3 .e♦ .e5 .e6 .13 .59 .7l .76 .79 ,81 .A2 .A3 ,B• •e5 .86 .1B .61 .72 .77 .80 .82 ,R3 :84 .8♦ .86 .86 .22 .63 .73 .78 .110 .82 ,A3 .8♦ .85 .86 .eh .27 .65 .7♦ .79 .el .83 .A4 .p5 .AS .e6 .e7 .31 .67 .7S .79 .B2 .83 .8, .RS .86 .86 .p7 .36 .68 .76 .AO .A2 .84 ,RS .65 .86 .87 .87 .40 .70 .78 .81 .R3 .84 .AS .Ah .R6 .ST .67 .45 .72 .79 .82 .A♦ as .Rh .86 .87 .87 .68 .49 .74 .80 .83 .84 ,85 .86 .Ah .47 .87 .8A .54 .76 .81 .83 AS .86 ,A6 .e7 .87 .86 .88 .58 .77 .82 .84 .ph .86 .017 AT .88 .ee .88 .63 .79 .83 .SS .A6 .87 ,87 .88 .88 .88 .89 .67 ,e1 .84 .86 AT .B7 As .88 .e8 .89 .89 .72 .83 .86 .97 ,R7 .88 .88 .88 .89 .89 .p9 .76 ,BS .87 .B9 .88 .86 .89 .A9 .89 .89 .89 .Bt .B6 .ee .8A .A9 .89 .09 .89 .89 ,89 ,90 .86 .88 .89 .89 .89 ,89 .90 .00 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 r� IMPERVIOUS PERCENT RUNOFF COEFFICIENTS FOR INTENSITY .0 .5 1.0 1.5 2.0 AT INDEX NO. ■ - INCHES /HOUR 2.S 3,0 3.5 76 4.0 5.0 6.0 0. .00 51 65 .72 76 .78 .80 .81 .82 .84 as 5. .0♦ .5 .67 3 '.7 .60 .79 . .e 3 .p3 .R♦ 10. .09 .55 .6e .7• .77 .79 .81 ,p2 .e] .e• .eS 15. .13 .57 .69 .75 .78 .60 .el .e3 .03 .es .65.- 20. .18 .s9 .70 -76 .79 .81 .A2 -R3 .84 -85 .66 25. .22 .61 .72 .76 .70 .81 .82 .e3 .84 .e5 .86 30. .27 .63 .73 .77 .AO *.82 .63 .R• .85 .86 .66 35. .31 .65 .74 .78 .Al .62 .A3 .0 as .86 .67 40. .36 .67 .75 .79 .AI .63 .A♦ .85 .85 .86 .87' ♦S. .40 .69 .76 .80 .42 .84 ,P4 as .e6 .87 .e7 SO. .45 .71 .76 .81 .83 .94 .85 .86 .86 .87 .87 55. .69 .73 .79 .82 .A• as ,RS ,A6 .47 .87 .pe 60. .54 .75 .80 .83 .R♦ as .66 .ST ,A7 .87 .88 6S. .58 .76 .81 .p• as .86 .46 .ST .67 .86 .88 70. .63 .78 .87 as .86 .86 .87 ,87 .88 .88 .6A 75. .67 .80 .84 as .46 .e7 .87 OR 1.68 .88 .e9 80. .72 .62 .SS .66 .67 .68 .A8 .66 .68 -89 . 89 es. .76 .84 .86 .e7 .me .88 .AA .49 .89 .e9 .89 90. .81 .86 .88 .88 .49 .80 .R9 .89 .e9 .89 .89 95. .86 .88 .89 .89 .89 .69 ,A9 .90 .90 .90 .90 100. .90 -.90 .90 .90 .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR AT INDEX NO. ■ 82 IMPERVIOUS I INTENSITY - INCHES /HOUR PERCENT .0 .S 1.0 1.5 2.0 2.S 3.0 3.5 4.0 5.0 6.0 0. 5. 10. 15. 20. 25. 30. 35. ♦0. ♦S. 50. 55. 60. 65. 70. 75. 80. 85. 90. 9S. 100. .00 .S7 ,70 .7S .79 .81 .e2 .A3• .64 as .86 .0♦ .Se .71 .7h .79 .81 .p2 .R3 .R♦ .85 .66 .09 .60 ,72 •77 .80 .e2 .p3 .R♦ .84 .86 .86 .13 .62 .73 .7R .80 .e2 .p1 .8• .SS .86 .06 .1B ,63 .7♦ .70 .A1 .e2 .6• .A♦ .es .86 .87 .22 .6S .7S ,79 ,81 .e3 .A♦ .AS ..SS .86 .p7 .27 .67 .76 .80 .82 .e3 .p4 ,RS .R6 .87 .87 .31 .68 .77 .80 ,A3 .84 ,RS ,RS .46 .87 •87 .36 .70 .7R .el .63 .84 .AS .86 .86 .87 .87 .40 .72 .79 .82 .A4. as .96 .66 .6T .87 .88 .45 .73 .60 .83 .A♦ AS .06 AT .87 .66 .e8 .49 .75 .81 .A3 AS .86 .8h AT .87 .88 .88 .54 .77 .e2 .84 .AS .86 AT .R7 .68 .88 .88 .58 .78 .83 .SS .66 .e7 AT .08 .88 .88 .69 .63 .80 .84 .86 AT .87 As .84 .86 .09 .89 .67 .82 .85 .86 AT .88 .em ,RA .88 .89 .69 .72 .83 .86 .87 .018 .86 .om .80 ,A9 .69 .80 ,76 .85 .87 .88 no .89 ,A9 ,A9 .89 .89 ,p9 .81 .87 .88 .89 .A9. .A9 .R9 .p0 ,A0 .90 .00 .86 .88 .89 .89 ,49 .90 .90 .90 .90 .90 .90 .90 .90 .90 .00 .90 .90 .00 .90 .90 .90 .90 T r m v 1 Ln N 0 .�w N m v C1 v v n z C) �v D r IMPERVi PERCENT 0. 5. 1o. 15. 20. 2S. 30. 35. ♦0. ♦5. 50. 55. 60. 6S. 70. 75. 80. es. 90. 95. 100. RUNOFF COEFFICIENTS FOR RI INDEX NO. s 92 INTENSITY - INCNfS /HOUR .0 .5 1.0 1.S 2.0 2.5 3.0 3.5 4.0 5.0 6.0 .00 .73 .81 .84 .85 .86 AT AT 87 .88 .89 .04 .74 .8 .8♦ .85 .86 .A7 .87 .R8 .88 .88 .09 .7S .82 .8♦ .R6 .86 .87 ,87 .88 .88 .68 .13 .76 .82 .85 .R6 AT .87 .88 .88 .88 .69 .18 .76 .83 AS .R6 .87 .87 AS .88 .88 .89 .22 .77 .83 .85 .96 .87 .A7 .A8 .84 .88 .89 .27 .78 .A3 .RS .87 .87 .AR .AA .88 .89 .89 .31 .79 .84 .86 .87 .87 AS OR .88 .89 .89 .36 .80 ,8♦ .86 .87 .8A .88 .88 .88 .69 .89 .10 .81 .BS .86 .87 ,88 ,AA .88 .89 .89 .89 .45 .62 as .87 .68 .98 .RR .89 .89 .89 .69 .49 .82 .86 .87 .RR .88 .AR ,A9 .89 .89 .89 .54 .83 .86 .87 .48 .R8 .R9 .89 .89 .89 .89 .58 .84 .87 .88 .88 .89 .09 .89 .89 .89 .89 .63 .85 .87 .88 .R9 .89 .A9 .89 .89 .89 .89 .67 .86 .86 .88 .R9 .89 .89 .A9 .R9 .89 .90 .72 .87 .88 .89 ,R9 .R9 .69 .89 .89 .90 .90 .76 .87 .89 .89 .89 .89 .89 .90 .90 .90 090 .81 .88 .69 .89 .90 .90 .90 .90 .90 .90 .90 .86 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 X71 IMPERVIOUS PERCENT 5. 10. 15. 20. 25. 30. 3S. •0. •s. 50. SS. 60. 6S. 70. 7S. 80. Rs. 90. 9S. 100. RUNOFF COEFFICIENTS FOR RI INDEX NO. *. 94 INTENSITY - INCMFS /HOUR .0 .5 1.0 1,5 2.0 2.5 3.0 3.5 4.0 5,0 6.0 .0♦ .78 .63 RUNOFF COEFFICIENTS FOR RI INDEX NO. a 96 .88 .89 .89 .09 .7R IMPERVIOUS .86 .87 .87 INTENSITY - INCMES .88 /HOUR .89 .13 .79 .84 .86 PERCENT .87 .88 .88 .88 .89 .89' .18 .60 .84 •86 AT .88 .88 .88 .0 .5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 S.0 6.0 .49 C .89 .27 .81 as .87 .87 .88 .88 .69 .89 .89 .89 .31 Z 0. .00 .81 as .87 .88 .89 .98 .89 .89 .89 .89 .87 .48 5. .0♦ .81 .85 .87 .88 .68 ,A8 .89 .89 .89 .89 0 0 10. .09 .62 .86 .87 .88 .88 .89 .89 .89 .89 .89 .69 .a9 I5. .13 .82 .86 .87 .88 .88 .89 .89 .89 .89 .89 .85 rn 20. .18 .83 .66 .87 .88 .88 .89 .89 .89 .89 .89 .89 .69 2S. .22 .83 .86 .88 .88 .89 .89 .89 .89 .89 .89 .89 .89 30. .27 .84 .87 .88 .48 .A9 .89 .89 .89 .89 .89 rn O 35. .31 .84 ,87 .68 .88 .89 .89 .89 .89 .89 .89 .019 .89 40. .36 .85 .87 .88 .89 .89 .89 .89 .89 .89 .90 v rn 45. .40 .85 .87 .88 .R9 .89 .09 .89 .89 .89 .90 .90 n 50. .65 .85 .88 .88 .89 .89 .A9 .89' .89 .90 .90 D _1 Ss. .69 .86 .88 .89 .69 .89 .89 .89 .89 .90 .90 9S. .86 600 .54 .86 .66 .69 .A9 .69 .89 .69 .90 .90 .90 D 0 65. .58 .87 .88 .89 .89 .89 .A9 .90 .90 .90 .90 70. .63 .87 .89 .89 .89 .89 .90 .90 .90 .90 .90 rn 7S. .67 .88 .89 .89 .69 .90 .90 .90 .90 .90 .90 Z 80. .72 .88 .89 .89 .90 .90 .90 .90 .90 .90 .90 -..i 85. .76 .89 .89 .90 .90 .90 .90 .90 .90 .90 .90 90. .81 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 95. .86 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 100. .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 X71 IMPERVIOUS PERCENT 5. 10. 15. 20. 25. 30. 3S. •0. •s. 50. SS. 60. 6S. 70. 7S. 80. Rs. 90. 9S. 100. RUNOFF COEFFICIENTS FOR RI INDEX NO. *. 94 INTENSITY - INCMFS /HOUR .0 .5 1.0 1,5 2.0 2.5 3.0 3.5 4.0 5,0 6.0 .0♦ .78 .63 .8s .47 .87 OR .88 .88 .89 .89 .09 .7R .84 .86 .87 .87 .88 .88 .88 .89 .89 .13 .79 .84 .86 .R7 .87 .88 .88 .88 .89 .89' .18 .60 .84 •86 AT .88 .88 .88 .89 .89 .89 .22 .80 .8S .86 .67 .48 .88 .86 .49 .89 .89 .27 .81 as .87 .87 .88 .88 .69 .89 .89 .89 .31 .81 .8S .87 .88 .86 .88 .R9 .89 .89 .89 .36 .82 .86 .87 .48 .88 .89 .89 .89 .89 .89 .40 .83 .86 .67 .88 .88 .89 .89 .89 .89 .89 .4S .63 .66 .88 .88 .69 .49 .69 .69 .69 .a9 .49 .84 .87 .84 .88 .89 .89 .89 .89 .89 .89 .S♦ .85 .87 .88 .89 .89 .89 .89 .49 .89 .89 .S8 as .68 .66 .89 .69 ,A9 .89 .89 .69 .90 .63 086 .88 .A9 .89 .89 .89 .89 .89 .90 .90 .67 .87 .88 .89 .99 .89 .A9 .89 .90 .90 .90 02 .87 .89 .89 .89 .89 .90 .90 .90 .90 .90 .76 .88 .019 .89 .A9 .90 .90 .90 .90 .90 .90 .81 .89 .49 .90 .90 .90 .90 .90 .90 .90 .90 .66 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 IMPERVIOUS PERCENT RUNOFF COEFFICIENTS FOR INTENSITY .0 .S 1.0 1.S 2.0 RI INDEX NO. a - INCMES /HOUR 2.5 3.0 3.S 98 4.0 5.0 6.0 0. .00 as .89 ,A9 .89 .89 •90 .90 S. .04 .86 .88 .88 .89 .89 ,89 ,89 .89 .90 ,90 10. .09 .66 .86 .99 .R9 .89 .89 .99 .89 .90 .90 1S. .13 .86 .88 .89 .89 .89 .89 .89 .A9 .90 .90 20. .16 .86 .88 .89 .89 .89 .A9 .89 .90 .90 .90 25. .22 .87 .88 .R9 .89 .89 .89 .89 .90 .90 .90 30. .27 .87 .88 .89 .69 .69 .A9 .90 .90 .90 .90 3S. .31 .87 .86 .89 .A9 .69 .49 .90 .90 .90 .90 40. .36 .87 .69 .89 .69 .89 .90 .90 .90 .90 .90 4S. .40 .87 '.89 .89 .R9' .69 .90 .90 .90 .90 .90 SO. .45 .88 .89 .89 .99 .90 .90 .90 .90 .90 .90 SS. .49 .88 .89 .89 .A9 .90 .90 .90 .90 .90 .90 60. .S4 .88 .69 .69 .90 .90 .90 .90 .90 .90 .90 6S. .S8 .88 .89 .89 .90 .90 .90 .90 .90 .90 .90 70. .63 .89 .89 .90 .90 .90 .90 .90 .90 .90 .90 75. .67 .89 .89 .90 .90 .90 .90 .90 .90 .90 .90 80. .72 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 8S. .76 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 90. .81 .90 .90 .90 .90 .90 .90 .90 .90 090 090 9S. .86 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 100. .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 arZuif ail 11 k-SAE:'�, &R, KE Iwo ra R, � IS Ro MAR-RAW n�W MK.. )Nkc Me owl n=J, lin ITS 54-4 Jol *Z- - ft-.Am;i wscmnmn x gr � 4 ft-b, Igm Mv ov M� one m— - wa W 5 i ow! 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