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SDP 07-898.. -, � a r i / � • � �. r �3 i .. + . ! � ` � 1 .ti �3 i .. + . ! � ` 0 4,11 i.) gin, cees�e �FQ'r0 M 6YOLE22i0%� CAS HYDROLOGY REPORT JEFFERSON SQUARE SITE CnU DRAWINGS LA QUINTA, CA TABLE OF CONTENTS I. Introduction /Summary r II. Vicinity Map Ill. Drainage Criteria IV. Existing Rational Method Calculations V. Proposed Rational Method Calculations VI. Small Area Unit Hydrograph Criteria VII. Small Area Unit Hydrograph Calculations- Proposed Condition VIII. Retention Basin Design Buoyancy Force Calculations CMP Life Expectancy Calculations Percolation Test Result Reference IX. Inlet/Catch Basin Calculations X. Pipe Hydraulic Calculations Emergency Overflow Route Diagram Street Capacity Calcuations Back Pocket —..Existing Hydrology Map Back Pocket — Proposed Hydrology Map Back Pocket — Hydraulic Map DRS. HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA I. INTRODUCTION /SUMMARY DRC A ' HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL. DRAWINGS LA QUINTA, CA ' JEFFERSON SQUARE SWC JEFFERSON ST. & FRED WARING DR. LA QUINTA, CA Project Description ' This report contains the hydrology and hydraulic calculations for a proposed 10.5 acre Commercial Project located west of Jefferson Street and south of Fred Waring Drive in the City of La Quinta, County of Riverside. The project location is shown on the attached Vicinity Map. Existing Drainage Condition t 1 1 The site is currently vacant and barren with little vegetative cover. Presently, stormwater runoff sheet flows easterly to Jefferson Street. Approx. 4.5 acres of the Site continues in a southerly direction to a 28 ft catch basin located at approx. 500 ft south of Independent Way (Drainage Area "E1 "). The runoff is then conveyed to an open -air retention basin near Independent Way thru a 36" RCP. Approx. 6.0 acres of the Site and approx. 0.3 acres of the street drain to the SWC of Jefferson Street and Fred Waring Drive (Drainage Area "E2 "). According to recorded plans, runoff from Fred Waring Dr. half street drains southerly to Monticello Ave. via curb & gutter. There is no existing cross gutter at the intersection of Fred Waring Dr. & Monticello Ave. If the curb & gutter is overloaded, a high point at the southeast corner of the intersection which allow the runoff to continue draining southerly on the other side of Monticello Ave. Runoff east of the intersection which consist of approx. 1.0 acre of the Fred Waring Drive half street drains easterly towards Jefferson Street (Drainage Area 11E3 "). Runoff from both Drainage Areas E2 & E3 are conveyed to an temporary open retention basin through two parkway drains. Refer to the "Existing Hydrology Map" for a map of the existing drainage pattern (back sleeve). The results of the Existing Drainage Condition for the 10 -Year and 100 -Year Storm Events are summarized as follows: Drainage Area Area (AC.) Q,o (CFS) Q100 (CFS) El 5.3 5.0 10.8 E2 6.7 6.2 13.5 E3 1.0 3.0 5.2 Total: 13.0 14.2 29.5 Proposed Drainage Condition The Proposed Commercial Development will consist of the construction of paved parking areas and drive aisles, landscaped areas and buildings. The site will be approx. 90% impervious due to building roofs, asphalt paving and sidewalks. In the proposed condition, the site can be broken down into three distinct drainage . watersheds, each with individual subareas. Watershed "A" collects runoff from the front parking lot, two out - parcel buildings, and Jefferson Street & Fred Waring Drive. The runoff will be picked up by drain inlets and the existing catch basins in the streets. The storm drain pipes will then discharge into a proposed underground retention and infiltration basin (Basin "A ") at the southeast corner of the Site. Watershed "B" ' DRC �s L C] w 1 HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA collects all the runoff from the major building roofs and the rear drive aisle to the west. The runoff will be picked up by drain inlets and storm drain pipe that will discharge into a proposed below -grade open retention basin (Basin "B ") located along the west boundary. Watershed "C" collects runoff from approx. 1.9 acres along the south boundary of the Site and approx. 0.5 acres of Street Runoff. The runoff will sheet flow to a proposed below -grade open retention basin (Basin "C ") located along the south boundary. Refer to the "Proposed Hydrology Map" for a map of the proposed drainage areas and basins (back sleeve). The results of the Proposed Drainage Condition for the 10 -Year and 100 -Year Storm Events are summarized as follows: Watershed Area (AC.) Q,o (CFS) Qi00 (CFS) A 6.8 19.9 34.2 B 3.7 12.2 21.0 C 2.5 7.8 13.2 Total: 13.0 39.9 68.4 Hydrologic Criteria This study will be the basis for the design of the drainage systems within the proposed Commercial Development. The Hydrology Study for this project was performed in accordance with the current Riverside County Hydrology Manual, published in 1978. Peak storm flows were determined using the computer engineering software program developed by Advanced Engineering Software (AES), 2003 version, based on the Rational Method of Hydrology and Synthetic Unit Hydrograph. The program uses a nodal system to define stream routing (in street, pipe or natural stream) and subarea characteristics, (i.e. acres, land use and soil type). Peak flow rates for 10 -year and 100 -year storm events are included in this report. Synthetic Unit Hydrograph Short-Cut Method will be used to determine the required storage volume of the fully - developed site for the 1 -hour, 3 -hour, 6 -hour, and 24 -hour duration events for the 100 - year return frequency. Retention basins are design for the 100 -year storm event and capable of percolating the entire 100 -year storm retention capacity in less than 72 hours. Results As a result of the Rational Method calculations, the existing undeveloped condition for the site and adjacent streets produces 29.5 CFS of runoff during the 100 -year event. In the proposed developed condition, the site produces 68.4 CFS of runoff during the 100 -year storm event (A difference of 38.9 CFS from the Existing Drainage Condition). The entire 100 -year storm runoff volume will be captured on -site and percolated to the subsurface soils, as discussed earlier. On -Site Retention Basin Basin "A" DRC 40s I 1 G HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA For the purpose of sizing the basin, we determined the total storage volume required by calculating the storm volume of the Proposed Condition Unit Hydrograph for 100 -year storm event, 3 -hour frequency (the worst -case scenario). The total amount of runoff that needs to be stored is 52,933 CF or 1.2 acre -feet. For this Report, we are assuming the use of a combination underground storage system consisting of five barrels of 96" CMP, 79 feet long, 2 — 52 feet long headers for storage only , one 41' deep Maxwell drywell, and 5' -0" deep single storm trap units for infiltration and storage chamber. The chamber will be accessible by two manholes and has sufficient height for a person to enter and perform maintenance procedures. The total storage volume for the combination underground system is 53,000 CF or 101 % of the required storage volume. The bottom of the 5-0" deep storm trap units will of. native granular material and will be used for infiltration of runoff into the ground soils. The subsurface soils are silty sands and no significant clayey soils were observed based on the borings taken at the job site. A percolation test performed on the project site. The worst -cast percolation rate is 4.2 inch /hour. A conservative percolation rate of 2 inches per hour is being used to determine the draw down time. One drywell is also used to percolate deep storage runoff to subsurface. The calculations show that the basin would infiltrate the stored volume in 46 hours (s 72 hours, therefore O.K.). Refer to Section XIII for the supporting calculations and percolation test results. Basin `B" For the purpose of sizing the basin, we determined the total storage volume required by calculating the storm volume of the Proposed Condition Unit Hydrograph for 100 -year storm event, 3 -hour frequency (worst -case scenario). The total amount of runoff that needs to be ' stored is 27,010 CF or 0.6 acre -feet. For this report, we are assuming the use of below -grade open basin, 3:1 side slopes, 4.2 feet deep and 189 ft x 20 ft bottom. The total storage volume for the open basin is 28,031 CF or 104% of the required storage volume. ' The subsurface soils are silty sands and no significant clayey soils were observed based on the borings taken at the job site. A percolation test performed on the project site. The worst -cast percolation rate is 5.1 inch /hour. A conservative percolation rate of 2 inches per hour is being ' used to determine the draw down time. One drywell is also used to percolate deep storage runoff to subsurface. The calculations show that the basin would infiltrate the stored volume in 19 hours ( <_ 72 hours, therefore OX). Refer to Section XIII for the supporting calculations and tpercolation test results. Basin "C" For the purpose of sizing the basin, we determined the total storage volume required by calculating the storm volume of the Proposed Condition Unit Hydrograph for 100 -year storm ' event, 3 -hour frequency (worst -case scenario). The total amount of runoff that needs to be stored is 17,834 CF or 0.41 acre -feet. For this report, we are assuming the use of below -grade open basin, 3:1 side slopes, 4.1 feet deep and 76 feet x 34 feet bottom. The total storage volume for the open basin is 18,937 CF or 106% of the required storage volume. tThe subsurface soils are silty sands and no significant clayey soils were observed based on the borings taken at the job site. A percolation test performed on the project site. The worst -cast percolation rate is 6.5 inch /hour. A conservative percolation rate of 2 inches per hour is being used to determine the draw down time. One drywell is also used to percolate deep storage ' DRC 0� HYDROLOGY REPORT JEFFERSON SQUARE SITE CPAL DRAWINGS LA QUINTA, CA runoff to subsurface. The calculations show that the basin would infiltrate the stored volume in 17 hours (s 72 hours, therefore O.K.). Refer to Section XIII for the supporting calculations and percolation test results. Storm Drain Improvements The proposed storm drain system is composed of Storm Drain Line 'A', 'B', 'C', 'D' & 'E' along with numerous on -site catch basins, grate inlets and laterals. Refer to the "Hydraulic Map" for a ' map storm drain layout and inlet locations. Hydraulics calculations were performed using Los Angeles County Water Surface Profile Gradient (WSPG). As shown on the pipe hydraulic calculation, line 'A', 'B', 'C', 'D' & 'E' has the capacity to meet or exceed the runoff generated from the 100 -year storm event. Catch basins and grate inlets are sized to collect the runoff ' generated from 100 -year storm event. Catch Basin sizing and depth of flow calculations were using L.A. County, Design manual, 1972, Plate 2.6 -0651. Grate inlet calculations were performed using the Caltrans Highway Drainage Design Equation 4 -6. ' On -Site Retention Emergency Outlet ' Basin "A ": At a storage volume exceeding 52,993 CF, discharge will begin to outlet to the proposed 14' catch basin at the SWC of Jefferson St. & Fred Waring Dr. The runoff then will spill over to the other side of Fred Waring Dr. Therefore, all the building structures on -site will be protected. See Section X for a diagram illustrate the emergency overflow route. Basin "B ": At a storage volume exceeding 27,010 CF, discharge will begin spill out at the drain inlet (low point) in front of Shop A. The runoff will then sheet flow to Fred Waring Drive. Therefore, all the building structures on -site will be protected. See Section X for a diagram illustrate the emergency overflow route. Basin "C ": At a storage volume exceeding 17,834 CF, discharge will begin to outlet at the catch basin by the south driveway along Jefferson Street. The runoff then will continue south to an existing 28' catch basin near Independent Way. Therefore, all the building structures on -site will be protected., See Section XIII for supporting calculations and diagram. Conclusion ' In conclusion, the proposed development will not adversely affect the existing drainage pattern in the area and will provide adequate protection for the proposed on -site improvements and, ' structures. 7 DRCA. ' HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA t II. VICINITY MAP DRC O ANT FRST qTF 70 BERMUDA DUNES COUNTRY CLUB FRED WARING DRIVE F i l' w w \ U N p Q � p MILES AVENUE Q J Q a w z p WESTWARD HO DR VICINITY MAP NOT TO SCALE Lo Lo i , N I N.T.S. HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA III. DRAINAGE CRITERIA DRC R. 6 E. 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". -1. . . r. :', I I.." ;: *� :. , ;.."I" I t .r.;! .. % .1 .. I � . . I . .� , ;:;:: , .. . *, . ' - - - .". . I ; - . �-; .-- _31y , .1 . - I . . . _ '. ...", - �, . .1 .i�-.�., I f'�4_5, : . _... ., . .. I . . . . .11 - . .1 . . . . . ; ,� .., -:R. . , , . . . , . , 41 I ­ . I . ; ­� - � - , ��. AA W' ! �.. , . ::S� ..* .. . " - 1.,".. 1w . ?� . -, `11­­;` ­­ 4 ­­_ - -4 E : ' , 2 - - - I..; . - - , ,!`-_".`..- - ;, 1. -, " ','�L . '., P I . . _"' - I . , , -:0 . '. - . _­w�t,, ­z. : "' R -3�E " . . - - - � . ... . .,;� , -, j; ;t- - - . - / �' .. ' t i I : . . - - ' - ' `-�,. t R2 ' ­­ - -:1 I.". .i i. ,,�"!.-.-i!--,� -14, ..-.. _: - _. z -.1 �_� - I . �r ;,:`.",�T, -,-,- ,-,Lv,,,,i,j.i, Fi��..?.�W.` I �L",-:,!--,.*'�.'�,r_�"'Z�i'-.-'t �-4�411­: �. , �&j� . . ,� : . 1�, I , . . - ; � : _� � .. . . - -� ­ . . , :;. . . � , , ......': .., � ,..ti, !--',-,t,.v- . (( . / 7!t�:4! . e. . � �_4, - ., . - .. .".. ... ,� "'." . =_�! -i i... . . ..; - ... . -, - .. �, j \ 5 -,, - , - � ".. f _: .. .5E.:'* . ... . .- ...-.. " � . . . li, , w - . 1, , ..:, R . - . . 1. I '" . E ' ;. ! W . ..., , " �: R I ; E-1 - - - :11: �__ I I07M ' R6W . � ­.: � fq,5 , I .tl.�-4��;: 2­ '­. :. 1 . !, 13. . A. . . I I - ­. - 6 ____�_, . '. I .. T­ I - I - . . . . I . I 11 . � . PLATE D - . � - ,., I � . . . . . ' DRC Development Resburce Consultants Project: Te-- Qr'son- S �(a ra By: t7 . Job No: 0 Ckd: Sht t of I. Date: L?8 Z 8l d - Date: ' Deter611riAtIon c�.�' '- Year 1 —Hour �reGpi�a�'iar�, N 0AA PATPY ; Precipitation Frequency Data Output NOAA Atlas 2 California 33.450 ?N 116.1 ?W Site- specific Estimates 1 _ Map Precipitation (inches) Precipitation Intensity (in /hr) 12-year 6-1 hour 0.77 0.13 2 -year 24 -hour 1.20 0.05 100 -year 6 -hour 2.5 0.43 100 -year 24 -hour 4,00 1[ 0.17 N Oz pGta bze Ori Ol (a3h SWAP 1 rL Z.0►'lE S - EQSf -r-0 eYStJN. Qhd wee¢ o� a 5- ta9rJer Uflt- -tvera;KJ -K A4 VXq L Ca1AdUVc ' 1 Hydrometeorological Design Studies Center - NOAA /National Weather Service 1325 East -West Highway - Silver Spring, DID 20910 - (301),713-1669 - �, Wed Aug- 1 12:32:08 2007 ■ 2 -Yec, r pre � Pi'faf��n. �' 100-rear prec('pifia1(4t M.+;J 6---- °� = X7.3 o Z �f� r : 1,7 0" ?- Year Hokr Far -6,¢- ft%ec-f- 1 r lot, -Year I - 140Ltr Z I o" 2 ` (ear OLA r �j c`P�¢g4-10 K 2. 0" p, 30 _ 0.6 3" Prec P) fictfr or. 6 0 . 3 W (i 1 �oe use to -�►- � 2 - YEq 1 1 1 1 1 1 1 1 1 1 1 3.5 3.5 I 3 3 to 1112.5 2.5 U Z Z H W - J Q 1.5 1.5 a •ZS' i a 63 i .5 0 — I0 e 2 5' 10 25 50 100 RETURN PERIOD IN YEARS NOTE; I. For intermediate return periods plot 2 -year and 100 -year one hour values from rna{rs,then connect points and read value for desired return period. For example given 2-year one hour-.: .50" and 100 - year one hour = 1.60 ",25 -year one hour = 1.18" Reference -, NOAA Atlas 2,Volume M- California, 1973. RAINFALL DEPTH VEFiSUC R C FC W C D RETURN PERIOD FOR HYDROLOGY J \ /JANUAL PAR'T'IAL DURATION SERIES P1 ATP f)-.d 9i 7 HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA IV. EXISTING CONDITION RATIONAL METHOD CALCULATIONS 1 DRC-jAl EXIST /NO HYDROLOGY SUMMARY FOR JEFFERSON SOUARE LA OU/NTA, CALIFORNIA HYDROLOGY SUMMARY DRAINAGE AREA AREA (AC.) Q10 (CFS) Q100 (CFS) �) 4.53 4.74 10.18 eZ 6.33 5.87 12.75 �3 0.99 3.05 5.20 PEAK FLOWRATE: 11.85 13.66 28.13 1.15 CFS /AC. 2.37 CFS /AC. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06 /01/2005 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd t Anaheim Hills, CA 92808 (714) 685 -6860 DESCRIPTION OF STUDY * C07 -304 JEFFERSON SQUARE, LA QUINTA, CA * EXISTING CONDIDTION * -10 -YEAR STORM EVENT ------------------------7--------------------------------------------------- FILE NAME: 7304EX.DAT ' - -TIME /DATE OF STUDY: 10:37 08/29/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - ---------------------'----------------------------------------------------- t USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED -PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.630 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100 t COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.247 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND .IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR ' NO. -(FT) --- (FT)_- SIDE -/- SIDE / -WAY- _(FT)- -(FT) -(FT)- (FT)- - -(n) -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN t + -- OR- EQUAL -TO -THE- UPSTREAM TRIBUTARY PIPE.* + -------- ---------- ------- ------------------------------ EXISTING DRAINAGE AREA €I ----------------------------------------------------- ------------- --- - - - - -I ********************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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(FEET) = . 661.00 UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 43.00 ELEVATION DIFFERENCE(FEET) = 5.00 ' TC = 0.533 *[( 661.00 * *3) /( 5.00)] * *.2 = 18.999 .10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.486 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4206 SOIL CLASSIFICATION IS "A" i:� % -IS114 6 aNDIT7�0-d 10 - YZAr� M SUBAREA RUNOFF(CFS) = 4.74' TOTAL AREA(ACRES) = 4.53 TOTAL,RUNOFF(CFS) = 4.74 +-------------------------------------------------- ---- ---- --- ----- --- - - - - -+ EXISTING DRAINAGE AREA E Z t +-------------------------------------------- --------- ------- ------ --- - - - - -+ FLOW PROCESS FROM NODE 10.00 TONODE .20.00 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(FEET) = 926.00 UPSTREAM ELEVATION(FEET) = 49.20 ' DOWNSTREAM ELEVATION(FEET) = 42.00 ELEVATION DIFFERENCE(FEET) = 7.20 TC = 0.533 *[( 926.00 * *3) /( .7.20)] * *.2 = 21.622 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 t UNDEVELOPED WATERSHED RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 6.33 TOTAL RUNOFF(CFS) = 5.87 +---------------------------=----------------------------- --------- --- - --- -+ ' I EXISTING DRAINAGE AREA �3 +-----------=-------------------------------- ------------- ----- ------- -- - - -+ -FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 21 t ------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 907.00 ' UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 39.50 ELEVATION DIFFERENCE(FEET) = 16.20 - TC = 0.303 *[( 907.00 * *3) /( 16.20)] * *.2 = 10.333 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.583 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8603 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 3.05 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 1 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd Anaheim Hills, CA 92808 (714) 685 -6860 + + + + + + * + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • C07 -304 JEFFERSON SQUARE, LA QUINTAL CA • EXISTING CONDIDTION • 100 -YEAR STORM EVENT ---------------------------------------------------------------------------- FILE NAME: 7304EX.DAT TIME /DATE OF STUDY: 10:36 08/29/2007 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 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.630 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 2.100 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING'TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - -- -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +------------------------�-j-------------------- ------ ------- ----------- - - - - -+ EXISTING DRAINAGE AREA rl I + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- ' - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS<< <<<-----------J------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 661.00 UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 43.00 ELEVATION DIFFERENCE(FEET) = 5.00 ' TC = 0.533 *(( 661.00 * *3) 1( 5.00)) * *.2 = 18.999 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.187 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5368 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 10.18 5X1 "ST ;WCn 6bfr Dz (z Dd [1, Ll 1 - TOTAL- AREA(ACRES) 4.53 TOTAL RUNOFF(CFS) = 10.18 +- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------- -- - - -+ 31 EXISTING DRAINAGE AREA y i II------------------ = ---------------------------- --- --- -- ------- ------ -- - - - -I FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 - ->>>>> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<< «<________________________ i ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 ! INITIAL SUBAREA FLOW- LENGTH(FEET) = 926.00 UPSTREAM ELEVATION(FEET) = 49.20 DOWNSTREAM ELEVATION(FEET) = 42.00 ELEVATION DIFFERENCE(FEET) = 7.20 3 TC = 0.533 *[( 926.00 * *3) /( 7.20)) * *.2 = 21.622 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.874 R UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5198 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 12.75 TOTAL AREA(ACRES) = 6.33 TOTAL RUNOFF(CFS) = 12.75 +--------------- - --------------------------------------- ------ -- ------ - - - --+ EXISTING DRAINAGE AREA �3 --- ---- -I FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 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(FEET) = 907.00 UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 39.50 ELEVATION DIFFERENCE(FEET) = 16.20 TC = 0.303 *[( 907.00 * *3) /( 16.20)) * *.2 = 10.333 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.033 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 5.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ' HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA V. PROPOSED CONDITION RATIONAL METHOD CALCULATIONS DRC A PROPOSED HYDROLOGY CALCULATIONS ' FOR ' JEFFERSON SOUARE LA OUINTA, CALIFORNIA HYDROLOGY SUMMARY DRAINAGE AREA AREA (AC.) 010 (CFS) Q100 (CFS) Al 1.58 4.87 8.31 A2 2.57 7.60 13.02 4A3 2.69 7.44 12.84 TOTAL: 6.84 19.90 34.16 B1 1.38 4.83 8.23 B2 2.32 7.40 12.76 TOTAL: 3.70 12.23 20.98 C 2.45 7.76 13.23 TOTAL SITE: 12.99 39.89 68.37 n +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PROP 590 60VXTI-V RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT O — (RCFC &WCD) 1978 HYDROLOGY MANUAL I►((\ (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1510 Analysis prepared by: Development Resource Consultants ' 8175 E. Kaiser Blvd Anaheim Hills, CA 92808 (714) 685 -6860 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' • C07 -304 JEFFERSON SQUARE, LA QUINTA, CA * PROPOSED CONDIDTION • 10 -YEAR STORM EVENT - -------------------------------------------------- --- --- --- ------- ---- - - - - -- �Ll ---------------------------------------------------------------------------- FILE NAME: 7304PRO:DAT TIME /DATE OF STUDY: 10:58 02/20/2008 -----------------7---------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.630 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.247 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - -- -- - - - -- - - - - -- -- - -- - - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +------------------------------------------------------- --------- ----- - - - - -+ I PROPOSED SUBAREA Al + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW- PROCESS -FROM NODE 1.00 TO NODE - - - -- 2.00 -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(FEET) = 907.00 UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 39.50 ELEVATION DIFFERENCE(FEET) = 16.20 TC = 0.303 *[( 907.00 * *3) /( 16.20)] * *.2 = 10.333 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.583 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8603 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 4.87 TOTAL AREA(ACRES) = 1.58 TOTAL RUNOFF(CFS) = 4.87 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <----- - - - - -- REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES r PIPE -FLOW VELOCITY(FEET /SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.87 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 11.06 ' LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1112.00 FEET. +-------------------------------------------------------- ----- -------- - - - - -+ ` PROPOSED SUBAREA A2 r ---- ------- ---- ---- ---- -- ---- ---- -- -- -- - -- +--- +++++++++++++++++ + + + + + *+------ EE+ +D *C+*OCE --- +-- + *+CODE +E +DDD---- -E +EE+ FLOW - PROCESS - FROM - ------ NODE 3.00 - TO - -- ---- 3.00-IS-CODE-=--81 NODE --- -- --+ ---------------------------------------------------------------------------- - ->>>>> ADDITION -OF- SUBAREA -TO MAINLINE - PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.439 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8593 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.57 SUBAREA RUNOFF(CFS) = 7.60 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 12.47 TC(MIN.) = 11.06 ' -- FLOW - PROCESS -FROM NODE -- 3.00 -TO- NODE - - - - -- 4.00 -IS -CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< r REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 445.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.88 r ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.47 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 12.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1557.00 FEET. +---------------------------------------------- ----------- ---- -------- - - -- -+ r I PROPOSED SUBAREA A3 I I +--------------------------------------------------------- ---- -------- - - - - -+ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- r 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.224 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8579 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.69 SUBAREA RUNOFF(CFS) = 7.44 ' TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 19.90 TC(MIN.) = 12.32 +------------------------------------------------------------------- -- - - - - -+ PROPOSED SUBAREA B1 r-------------------------------------------- ------- -------- ------ ---- - ----- FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 r--------------------------------------------------------- -------- -- -- --- -- -- t L 1 L 1 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 420.00 UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 44.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.303 *[( 420.00 * *3) /( 4.50)] * *.2 = 8.412 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.054 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8630 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 4.83 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.83 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 9.77 LONGEST FLOWPATH FROM NODE 10.00 TO .NODE 30.00 = 800.00 FEET. +------------------------------ - ------------------------ -- ------ ---- -- - --- -+ �. PROPOSED SUBAREA B2 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + - -FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 --------------------------------------------------- ------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.706 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8610 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 7.40 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 12.23 TC(MIN.) = 9.77 +----------------------------------------------------- -- -------- ------- - - - - -+ PROPOSED DRAINAGE AREA C 1---------------------------------------------- --------- ------------- - - -- - -I +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 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(FEET) = 706.00 UPSTREAM ELEVATION(FEET) = 48.50 DOWNSTREAM ELEVATION(FEET) = 39.00 ELEVATION DIFFERENCE(FEET) = 9.50 TC = 0.303 *[( 706.00 * *3) /( 9.50)] * *.2 = 9.893 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.678 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8608 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 7.76 -- TOTAL- AREA(ACRES) = 2.45 TOTAL RUNOFF(CFS) _------ 7,76 - -- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS +++ a+ aa+a aa++ a+ a++ a + +aa + +a + + + + + + +a +a +aaaaa + +a +a + +a +aaa +a + +a +aa +a +aa + + + +a + + ++ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1510 Analysis prepared by: Development Resource Consultants ' 8175 E. Kaiser Blvd Anaheim Hills, CA 92808 (714) 685 -6860 +a * +a +aa + + +aa + + + + +a +aa +a ++ DESCRIPTION OF STUDY + +aa + + +a + + + + + + + + + + +a + +a +a + ++ ' * C07 -304 JEFFERSON SQUARE, LA QUINTA, CA * PROPOSED CONDIDTION * 100 -YEAR STORM EVENT --------------------------------------------- ----------- --- ---- ------- - - - - -- 7 1 ---------------------------------------------------------------------------- FILE NAME: 7304PRO.DAT - -TIME /DATE OF STUDY: 10:58 02/20/2008 ----------------------------------------------------------------------- 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 2- YEAR,'l -HOUR PRECIPITATION(INCH) = 0.630 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 2.100 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. -(FT) --- (FT) -- SIDE -/- SIDE / -WAY- -(FT)- -(FT) -(FT)- (FT)- - -(n) -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth =' 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +-------------------------------------------------- -- ---- --------- ---- - - - - -+ PROPOSED SUBAREA Al ----------------------------------------------------- ----- --- ------- - - - - - -I • + + + +a + +aa + + +a +aa + +aa + + + + + + ++ +aaa + + + + + + + + +a + +a + ++ +aaa +a +a +aa + + +aa + + + +aa + +a +a FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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(FEET) = 907.00 UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 39.50 ELEVATION DIFFERENCE(FEET) = 16.20 TC = 0.303 *[( 907.00 * *3) /( 16.20)] * *.2 = 10.333 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.033 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712 SOIL CLASSIFICATION IS "A" fVOPS-eo aM)MTAW /0-% ' SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 1.58 TOTAL RUNOFF(CFS) = 8.31 -- FLOW - PROCESS -FROM NODE - - - -- 2.00 -TO -NODE - 3.00 -IS -CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.32 ' ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1• PIPE- FLOW(CFS) = 8.31 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1112.00 FEET. +----------------------------------------- ------------------- - - - - -- + PROPOSED SUBAREA A2 +------------------------------------------------------ ---- ----------- - - - - -+ FLOW PROCESS FROM NODE 3.00 TO.NODE 3.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) -= 5.819 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8705 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.57. SUBAREA RUNOFF(CFS) = 13.02 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 21.32 TC(MIN.) = 10.98 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 ' FLOW LENGTH(FEET) = 445.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.60 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 21.32 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 12.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1557.00 FEET. +----------------------------------------------------- ------- --------- - - -- -+ PROPOSED SUBAREA A3 1 FLOW PROCESS -FROM - ------ NODE 4.00 -TO -N ------ ODE 4.00 -IS -CODE -= -- 81 t -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- - ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.489 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8694 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.69 SUBAREA RUNOFF(CFS) = 12.84 TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 34.16 ' TC( - --- - -- --- PROPOSED SUBAREA Bl FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- t>> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS'COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 420.00 UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 44.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.303 *[( 420.00 * *3) /( 4.50)] * *.2 = 8.412 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.826 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8736 SOIL CLASSIFICATION IS "A" ' SUBAREA RUNOFF(CFS) 8.23 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 8.23 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 ' FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 8.23 PIPE TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 9.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 800.00 FEET. +------------------------------------------------ --------- ---- ---- ---- - -- - -+ PROPOSED SUBAREA B2 ' FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.304 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8721 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 12.76 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 20.98 TC(MIN.) = 9.60 +-------------=--------------------------------- ---- ------------- ----- - -- --+ PROPOSED DRAINAGE AREA C 1 +-----"-------------------------------------------------------- ---- -- -- - ----+ FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 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(FEET) = 706.00 UPSTREAM ELEVATION(FEET) = 48.50 DOWNSTREAM ELEVATION(FEET) = 39.00 ELEVATION DIFFERENCE(FEET) = 9.50 ' TC = 0.303 *[( 706.00 * *3) /( 9.50)] * *.2 = 9.893 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.193 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8717 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.23 ' - -TOTAL -AREA( ACRES)- = - - - - -- 2.45 - -- TOTAL - RUNOFF(CFS)- = - - - -- 13.23------- - - - - -- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 HYDROLOGY REPORT JEFFERSON SQUARE '. SITE CIVIL DRAWINGS LA QUINTA, CA 1 VI. SMALL AREA UNIT HYDROGRAPH CRITERIA 1 . 1 1 1 1 1 r .. 1 �r r 1 � , 1 DRC r Residential or Commercial Landscaping Good 3,2 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 - I I I I I Fallow (Land plowed but not tilled or seeded) RCFC Sk. WCD HYDROLOGY J\/JANUAL r7NUMmM RUNOFF INDEX NUMBERS FOR PERVIOUS AREA P1 erF n -s� r, h ^f al RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2) Soil Group A B- C - D 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 8 1 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 6 .13 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 3,2 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 - I I I I I Fallow (Land plowed but not tilled or seeded) RCFC Sk. WCD HYDROLOGY J\/JANUAL r7NUMmM RUNOFF INDEX NUMBERS FOR PERVIOUS AREA P1 erF n -s� r, h ^f al 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. (11 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 c9o') Business or Industrial Notes: 1. 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. R C F C & W C D IMPERVIOUS COVER FOR HYDROLOGY J \ilhNUAL DEVELOPED AREAS PLATE D -5.6 0 AVERAGE ADJUSTED LOSS RATE 113 C21 133 143 153 163 173 183 193 C103 r 0 SOIL GROUP COVER TYPE RI. NUMBER PERVIOUS AREA LAND USE DECIMAL PERCENT ADJUSTED INFILTRATION AREA _181 1183 AVERAGE ADJUSTED �1 b C7 C7 (PLATE C -1) (PLATE E -6.1) INFILTRATION OF AREA RATE -IN /HR INFILTRATION `,13 RATE -IN /HR ( PLATE E -6.2) IMPERVIOUS ( PLATE E-6.3) 143(1- .9163) \ �G• 1 RATE-IN /HR C 0 r 1 � o.l�� . r n < • A CoMM ero,ad 3z � mega p.q� o• /�f� t ra-PAS CQQiMg v z s M CID CI .4 0 0 Z CD e c < U) c v s 0 0 . a a D on v s rn s 0 v D 0m D CD .2. A CL m VARIABLE LOSS RATE CURVE (24 —HOUR STORM ONLY) rn Fm= Minimum Loss Rate - F/2 =f CI03/2= O.Oq IN. /HR. o 0 C = (F- Fm) /54 = (ECI0]— Fm) /54= 0.0033 FT = C(24- (T/60))1.55 +F,� = 0.0013 (24— (T/60))1.55+ 0 �i 3 IN. /HR. r Where: 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 =12 unit time for the second period,etc. 0 "JEFFERSON SQUARE, LA QUINTA, CA DETERMINE 1- HOUR STORM RAINFALL PATTERNS IN PERCENT (For 100 -YEAR 1 -HOUR) FOR PROPOSED CONDITION: Unit (11 Rainfall Pattern % 2 Runoff Ratio (31 Rainfall Ratio Rainfall Pattern % Runoff Adjusted Time Peak 1 Hour Ratio = 31.30 cfs/ 15.84 cis Ratio = 2.70 "12.10" 11 x [2]x[31 (cfs) Rainfall Pattern Period For 10 -Year 3 -Hour Storm Event For 100 -Year 1 -Hour Storm Event For 100 -Year 1 -Hour Storm Event For 10 -Year 1 -Hour Storm Event 1 3.1 1.98 1.29 7.9 12.28 3.0 2 2.9 1.98 1.29 7.4 11.47 3.1 3 3.0 1.98 1.29 7.6 11.87 3.2 4 3.1 1.98 1.29 7.9 12.28 3.2 5 4.2 1.98 1.29 10.7 16.71 3.5 6 5.0 1.98 1.29 12.7 19.94 5.0 7 3.5 1.98 1.29 8.9 13.89 5.2 8 6.8 1.98 1.29 17.3 27.20 17.0 9 1 7.3 1.98 1.29 18.5 29.22 18.5 10 8.2 1.98 1.29 20.8 32.85 20.8 11 5.9 1.98 1.29 15.0 23.57 14.5 12 2.0 1.98 1.29 5.1 7.84 3.0 100.0 Note: 1). Qpeak For 100 -Year 3 -Hour Storm Event is 15.84 CFS, Rational Qpeak is 31.30 cis CV.4ierckej A) 2) Rainfall For 100 -Year 3 -Hour Storm Event is 2.70 ", Rainfall For 10 -Year 1 -Hour Storm Event is 2.10" 3) Adjusted Rainfall Pattern ( %) in the beginning and end of the rain in order to obtain 100% rainfall pattern 0 CP 3-HOUR RAINFALL. Pi4iTERIVS: STORM -6 HOUR STORItII, . IN .FERCENT 24 ­ HOUR STORM . - TIME IS-MIN 30-MIN '60 -41N TIME TIME 5 -MIN. 1.0 -MIN- .15 7MIN 30 =MLN .TIME S'MIN 10 -MiN 15 -MIN 30 NiN-. _ TIME 5-MIN- - ..PERIOD. PERIOD. PERIOD PERIOD PERIOD P--RTOD PERIOD. PER10D�,.* PERIOD' 15 -MIN PERIOD PERIOD PERIOD `PERIOD. PERIOD PERIOD PERIOD PERIOD PERIOD 1.2 49 2.5 ` D• I l.3 2.6 3'.7 8.5 - 1° .ti5 l..1 - i.. 7.: 3.b -..49 :.6 1.2 1 9. 4 3. SO :.7 1.8' 1.5. 2 ,;3.. ', 3 •7 1.3 1.8 50 51 2.6 2.8 2 1.3 2.6 4.8 10-.0. 2 3 1.3- 2.1 '^ ♦:8 51 .. 1.9 5 .6 .7 2:d 52 2.9 3 ♦ 1.1 1.5 3.3 3.3 5.1 13:9 4.9 17.1• 4. .:6 ..6 1'.♦ 2.2- .. 4 -•q '.53 5.3 53 2.0 2.1 5 .4 ..3. .B• .., '2.8 53. 54 3.4 3.1. L. ® 5 5 1.5 3.3 6.6 29.9 5 6 .6 -1.4 2.4. ..7 1.5 2.4, 'S.B 51 2.1 :3 1,0 1,0 2.9 3.8 55 2.3 1.8 3.4 7.3 20.3 7 ..7 1.6', 2.4 :6.8. 55' 2.2 7 B .3 .4 '1..1 4:6 56 2.3 1. • 7 8 1.5 1.8 4.4 4.2 8.4 9.0 B ..7 1.6. -2.5.: "9:0 - Sb 1.5.'.2.6: .. Il-.6. - 57 2.3 2.4 .. .t 1.3 1.5 6.3 B.2 .5Y 58 2.7 2.6- 9 1.8 1.5 5.3 5:1 12:3 1T.6. 0- 30. ..7 .7 1.6' . -.2.7" 1,4.4 58: 2.4 10.♦ 1.1. ,5 : 1.3 7.0 59 2.6 10 1.6 6.4 16.1 11 .7 1.6 2.8 �. -25.1 59 2.5 12 ,5 1.6' .7.3 60 2.5 11 12 1..8 5.0 ♦,2. 12 '13' .8 '1.7 .3.0 4.4 60- 1 .7 3.2 61 2.6 3.1 13 ,5 I.B 2.0 :' 10.8 11.4 61 ' 62 2.4 2.3 13 2.2 2.2 7.3 8.5 It .8 .' .8 1.8 3 ;6 .62 3.6 _ 14 15 .5. ,5 2.1 10:4 63 1.9 14 15 2.2 14.1 15 1.6. ,8 1.8 1.3 63 -.8 1.8 1:7. 614.2' 3.9 16 17. .6 .6. 2.5 -3.0 8.5 1:1 64 65 1.9 .4 16 17 2.0 2.6 14.1 3.8 1T 18.8: -•8, 2.'0. -:5.4 - .65 -.. 2.0:• :.6.2:'. -.. 66 4.7' 5.6 1.B' 19.7 ..7 3.3 '3:,9' 1.9 1:3 66' 67 .t - -.3 . 18 2.7 2.4 1.9 .8 ', . 2;1' "6:4 - 67• 1.9 20 - .8 4.3 1.2 � - .68 .3 l0 2.t 2.7 '20 ..8 2.2 .T.S :68 _ .9. '2.3 : .6' 3.0 .1.1' 69 .5 20 21 3.3 21. '22- .8 . 2.,5:. 1'0.6.•, •69 '. B'2:8'.. :14.5. .70 ,6- •S .. 22 23 .7 .8 4.0' 3.8 I.0 .9 7'0 71 .5 .5 22 23 3.1 2.9 23 24' :8: 3.0' .3.4..' 71 - ..9. - 3.2 1.0: 72 •3 •2 24 25 ,8 •9 3.5 ,5.1 .•8 72 73 •° •° 2♦ 25 3.0 3.1 .: 25 26 ',8 - '3.5'. .9.. 3.9. 26 27 .9 1.0 5.7, - 6.8 .74 75 .♦ .3 26 27 4.2 5.0 27 28 ..9 "1.2 .:9., .4,.5 - .28 29 I .0 . 1.0 ♦:6 . :5,3 76 77 .2 .3 `v7 28 29 3.5 6•B 29 30 .9' C.B. '.9' 5.1. -. 30 31 1.1 1.2 5. 1.. 4.7 78 io .4. .3 T AJ 30 31 7.3 8.2 31 •9. ;6.7 ''B.1 .32 1.3 3.8 80 BI .2 .3 32 5.9 32 33'. ':9. 1.0: 10.3 33 34 1.5 1..5 .8 .6 82 .3 Z 33 34 2.0 I.B 3t 35. 1'.0 2.8 .. 1..0 '1:1' 35 .36. 1.6.' ]..7 1.0 .,9' 83. 84 3 .2 Z . -� 35 1.8 6 36 .1..0 .5 37 .1.9' . B 85 .3 36 37 - J8. ': '1':0 :'.' .1.1 38 30. 2.0 2.1. .5.- T. - -. 86. B7 .2 •3 r 1 39 .1.11. : -40 2.2 ". ..5 BB ..2. r- .40 41. :':•L:2r I,:1. .. 41 ;2 1 .5 . 1:5 .6 .5 89 90 .3 . .2 T 1 • 1 42 43 1 .3.: 1.4 - 43 44- 2.0.. 2..0 5,. .5 91 92 .2 .2 �V - D 44 45. 1.4: 1'5 45 . ♦6'.. .1.9 1.9 •5 .4 -. 93 9 ♦. �2 .2 • 1 .46 '.1.5 .47 - l.b .47. 48 . 1:7 1.8 .4 .4 95 .96 .2 .2 7. 18 .. 'I:. 6.. M � NOTES: m �. 3 and 6- hour.patlerns based:on: the Indio area. thunderstorm.:of September 2411939. based on the general stor of March 2 :8.3;1:938.. . LO 2. 24-hour patterns -m HYDROLOGY REPORT JEFFERSON SQUARE SITE CPAL DRAWINGS LA QUINTA, CA ■ VII. pRc SMALL UNIT HYDROGRAPH CALCULATIONS - PROPOSED CONDITION r JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH 1 r 1 Storm Period, ears: 100 Storm Period, hrs: 1 Area, acres: 6.84 Point Rainfall, inches: 2.10 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial �Afl a R Oaf- Unit Time Period % Pattern ' Storm Rain in /hr Max. Loss Rate in /hr Low Loss Rate in /hr Effective Rain in/hr Flow Rate CFS Flow Volume CF Perc. Volume CF Volume To Store CF Total Storage Volume CF 1 3.0 0.756 0.1430 - 0.613 4.19 1,258 83 1,175 1,175 2 3.1 0.781 0.1430 - 0.638 4.37 1,310 83 1,227 2,401 3 1 3.2 0.806 0.1430 - 0.663 4.54 1,361 83 1,278 3,680 4 3.2 0.806 0.1430 - 0.663 4.54 1,361 83 1,278 4,958 5 3.5 0.882 0.1430 - 0.739 5.05 1,516 83 1,433 6,391 6 5.0 1.260 0.1430 - 1.117 7.64 2,292 83 2,209 8,601 7 5.2 1.310 0.1430 - 1.167 7.99 2,396 83 2,313 10,913 8 17.0 4.284 0.1430 - 4.141 28.32 8,497 83 8,414 19,327 9 18.5 4.662 0.1430 - 4.519 30.91 9,273 83 9,190 28,517 10' 20.8 5.242 0.1430 - 5.099 34.87 10,462 83 10,379 38,897 11 14.5 3.654 0.1430 - 3.511 24.02 7,205 83 7,122 46,018 12 3.0 0.756 0.1430 - 0.613 4.19 1,258 83 1,175 47,193 100.0 1 23.5 48,189 1 47,193 r Effective Rain 1.96 Inches 6,900 MAC Storm Volume 1.08 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area " unit time Based on using 5' deep single trap standard storm trap unit,. 6" stone below the bottom, effective percolation area = 5,980 square fee' r Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *5,980 square feet * 0.08333 hours * 1 feet / 12 inches = 83 cubic feet per unit time r Note: 1. Storm Rainfall = (60 x 2.10 x %Pattern) / ( 100 x 5) = 0.252 x %Pattern r ' r r . r ' ' JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH 1 Storm Period, ears: 100 Stone Period, hrs: 3 Area, acres: 6.84 Point Rainfall, inches: 2.70 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial 6As-jA A Unit Time Period % Pattern Storm Rain in /hr Loss Rate in/hr Low Loss Rate in /hr Effective Rain in /hr Flow Rate CFS Flow Volume CF Perc. Rate CF Volume To Store CF Total Storage CF 1 1.3 0.421 0.1430 - 0.278 1.90 571 83 488 488 2 1.3 0.421 0.1430 - 0.278 1.90 571 83 488 976 3 1.1 0.356 0.1430 1 - 0.213 1.46 438 83 1 355 1,331 4 1.5 0.486 0.1430 - 0.343 2.35 704 83 621 1,951 5 1.5 0.486 0.1430 - 0.343 2.35 704. 83 621 2,572 6 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 3,393 7 1.5 0.486 0.1430 - 0.343 2.35 704 83 621 4,013 8 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 4,834 9 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 5,654 10 1.5 0.486 0.1430 - 0.343 2.35 704 83 621 6,275 11 1.6 0.518 0.1430 - 0.375 2.57 770 83 687 6,962 12 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 7,782 13 2.2 0.713 0.1430 - 0.570 3.90 1,169 83 1,086 8,869 14 2.2 0.713 0.1430 - 0.570 3.90 1,169 83 1,086 9,955 15 2.2 0.713 0.1430 - 0.570 3.90 1,169 83 1,086 11,041 16 2.0 0.648 0.1430 - 0.505 3.45 1,036 83 953 11,994 17 2.6 0.842 0.1430 - 0.699 4.78 1,435 83 1,352 13,347 18 2.7 0.875 0.1430 - 0.732 5.01 1,502 83 1,419 14,765 19 2.4 0.778 0.1430 - 0.635 4.34 1,302 83 1,219 15,984 20 2.7 0.875 0.1430 - 0.732 5.01 1,502 83 1,419 17,403 21 3.3 1.069 0.1430 - 0.926 6.34 1,901 83 1,818 19,221 22 3.1 1.004 0.1430 - 0.861 5.89 1,768 83 1,685 20,905 23 2.9 0.940 0.1430 - 0.797 5.45 1,635 83 1,552 22,457 24 3.0 0.972 0.1430 - 0.829 5.67 1,701 83 1,618 24,075 25 3.1 1.004 0.1430 - 0.861 5.89 1,768 83 1,685 25,760 26 4.2 1.361 0.1430 - 1.218 8.33 2,499 83 2,416 28,175 27 5.0 1.620 0.1430 - 1.477 10.10 3,031 83 2,948 31,123 28 3.5 1.134 0.1430 - 0.991 6.78 2,034 83 1,951 33,074 29 6.8 2.203 0.1430 - 2.060 14.09 4,228 83 4,145 37,218 30 7.3 2.365 0.1430 - 2.222 15.20 4,560 83 4,477 41,695 31 8.2 2.657 0.1430 - 2.514 17.19 5,158 83 5,075 46,771 32 5.9 1.912 0.1430 - 1.769 12.10 3,629 83 3,546 50,317 33 2.0 0.648 0.1430 - 0.505 3.45 1,036 83 953 51,270 34 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 52,090 35 1.8 0.583 0.1430 - 0.440 3.01 903 83 820 52,911 36 0.6 0.194 0.1430 - 0.051 0.35 105 83 22 52,933 100.0 1 1 19.3 55,921 52,933 Effective Rain 1.61 Inches 7,739 MAC Storm Volume 1.22 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time Based on using 5' deep single trap standard storm trap unit, 6 stone below the bottom, effective percolation area = 5,980 square Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *5,980 square feet * 0.08333 hours * 1 feet / 12 inches = 83 cubic feet per unit time Note: 1. Storm Rainfall = (60 x 2.70 x %Pattern) / ( 100 x 5) = 0.324 x %Pattern piT PEAK n L� 1 JEFFERSON SQUARE, LA QUINTA SHORTCUT SYNTHETIC UNIT HYDROGRAPH Stone Period, ears: 100 Storm Period, hrs: 6 Area, acres: 6.84 Point Rainfall, inches: 3.20 Unit Time, min: 5 Loss Rate, in /hr: 0.1425 Low Loss Rate: 18% Land Use: Commercial A loo I W 6 HouK Unit Time Period % Pattern Storm Rain in/hr Loss Rate in/hr Low Loss Rate in /hr Effective Rain in /hr Flow Rate CFS Runoff Volume CF Perc. Volume CF Volume To Store CF Total Storage CF 1 0.5 0.192 0.1425 - 0.050 0.34 102 83 19 19 2 0.6 0.230 0.1425 - 0.088 0.60 180 83 97 116 3 0.6 0.230 0.1425 1 - 0.088 0.60 180 83 97 213 4 0.6 0.230 0.1425 - 0.088 0.60 180 83 97 311 5 0.6 0.230 0.1425 - 0.088 0.60 180 83 97 408 6 0.7 0.269 0.1425 - 0.126 0.86 259 83 176 584 7 0.7 0.269 0.1425 - 0.126 0.86 259 83 176 760 8 0.7 0.269 0.1425 - 0.126 0.86 259 83 1 176 937 9 0.7 0.269 0.1425 - 0.126 0.86 259 83 176 1,113 10 0.7 0.269 0.1425 - 0.126 0.86 259 83 176 1,289 11 0.7 0.269 0.1425 - 0.126 0.86 259 83 176 1,465 12 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 1,720 13 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 1,975 14 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 2,230 15 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 2,485 16 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 2,740 17 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 2,995 18 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 3,250 19 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 3,505 20 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 3,760 21 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 4,015 22 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 4,270 23 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 4,525 24 0.9 0.346 0.1425 _ - 0.203 1.39 417 83 334 4,858 25 0.8 0.307 0.1425 - 0.165 1.13 338 83 255 5,113 26 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 5,447 27 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 5,781 28 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 6,115 29 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 6,448 30 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 6,782 31 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 7,116 32 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 7,450 33 1.0 0.384 0.1425 - 0.242 1.65 496 83 413 7,862 34 1.0 0.384 0.1425 - 0.242 1.65 496 83 413 8,275 35 1.0 0.384 0.1425 - 0.242 1.65 496 83 4131 8,687 36 1.0 0.384 0.1425 - 0.242 1.65 496 83 413 9,100 37 1.0 0.384 0.1425 - 0.242 1.65 496 83 413 9,512 38 1.1 0.422 0.1425 0.280 1.91 574 83 491 10,004 39 1.1 0.422 0.1425 - 0.280 1.91 574 83 491 10,495 40 1.1 0.422 0.1425 - 0.280 1.91 574 83 491 10,987 41 1.2 0.461 0.1425 - 0.318 2.18 653 83 570 11,557 42 1.3 0.499 0.1425 - 0.357 2.44 732 83 649 12,206 43 1.4 0.538 1 0.1425 - 0.395 1 2.70 811 83 728 12,933 44 1.4 0.538 0.1425 - 0.395 2.70 811 83 728 13,661 45 1.5 0.576 0.1425 0.434 2.97 890 83 807 14,468 46 1.5 0.576 0.1425 0.434 2.97 890 83 807 15,274 47 1.6 0.614 0.1425 - 0.472 3.23 968 83 885 16,160 48 1.6 0.614 0.1425 - 0.472 3.23 968 83 885 17,045 49 1.7 0.653 0.1425 - 0.510 3.49 1,047 83 964 18,009 50 1 1.8 0.691 0.1425 - 0.549 3.75 1 11126 83 1,043 19,052 51 1.9 0.730 0.1425 1 - 0.587 4.02 1,205 1 83 1,122 20,174 52 2.0 0.768 01425 1 - 0.626 4.28 1,284 1 83 1,201 21,374 53 2.1 0.806 0.1425 - 0.664 4.54 1,362 83 1,279 22,654 54 2.1 0.806 0.1425 - 0.664 4.54 1,362 83 1,279 23,933 55 2.2 0.845 0.1425 - 0.702 4.80 1,441 83 1,358 25,291 56 2.3 0.883 0.1425 - 0.741 5.07 1,520 83 1,437 26,728 57 2.4 0.922 0.1425 - 0.779 5.33 1,599 83 1,516 28,244 58 2.4 0.922 0.1425 - 0.779 5.33 1,599 83 1,516 29,759 59 2.5 0.960 0.1425 - 0.818 5.59 1,678 83 1,595 31,354 60 2.6 0.998 0.1425 - 0.856 5.85 1,756 83 1,673 33,027 61 3.1 1.190 0.1425 - 1.048 7.17 2,150 83 2,067 35,094 62 3.6 1.382 0.1425 - 1.240 8.48 2,544 83 2,461 37,556 63 3.9 1 1.498 0.1425 - 1.355 9.27 2,781 83 2,698 40,253 64 4.2 1.613 0.1425 - 1.470 10.06 3,017 83 2,934 43,187 65 4.7 1.805 0.1425 - 1.662 11.37 3,411 83 3,328 46,515 66 5.6 2.150 0.1425 - 2.008 13.73 4,120 83 4,037 50,553 67 1.9 0.730 0.1425 - 0.587 4.02 1,205 83 1,122 51,674 68 0.9 0.346 0.1425 - 0.203 1.39 417 83 334 52,008 69 0.6 0.230 0.1425 - 0.088 0.60 180 83 97 52,106 70 0.5 0.192 0.1425 - 1 0.050 0.34 102 83 19 52,124 71 0.3 0.115 - 0.02 0.094 0.65 194 83 111 52,235 72 0.2 0.077 0.01 0.063 1 1 0.43 129 83 46 52,281 100.0 22.51 1 58,257 1 52,281 ' Effective Rain 1.87 Inches 7,643 CF /AC Storm Volume • 1.20 Ac -Ft ' Percolation Calculations: Percolation volume = percolation rate "effective percolation area * unit time 'Based on using 5' deep single trap standard storm trap unit, 6" stone. below the bottom, effective percolation area= 5,980 squere f Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *5,980 square feet * 0.08333 hours * 1 feet / 12 inches 83 cubic feet per unit time ' Note: 1. Storm Rainfall = (60 x 3.20 x %Pattern) / ( 100 x 5) = 0.384 x %Pattern ' JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH � i 1 Storm Period, ears: 100 Storm Period, hrs: 24 Area, acres: 6.30 Point Rainfall, inches: 4.25 Unit Time, min: 15 Loss Rate, in /hr: FT= 0.0013 *((24- (T /60)) ^1.55 +0.0713 Low Loss Rate: 18% Land Use: Commercial 8ASst l A /00 '(yk - Z* Unit Time Period % Pattern Storm Rain in/hr Time (T) Minutes Max. Loss Rate in/hr Low Loss Rate in/hr Effective Rain in /hr Flow Rate CFS Runoff Volume CF perc. Rate CF Volume To Store CF Total Storage CF 1 0.2 0.034 7.5 0.0061 0.028 0.18 158 158 0 0 2 0.3 0.051 22.5 0.0092 0.042 0.26 237 237 0 3 0.3 0.051 37.5 0.0092 0.042 0.26 237 237 - 0 4 0.4 0.068 52.5 0.0122 0.056 0.35 316 316 - 0 5 0.3 0.051 67.5 0.0092 0.042 0.26 237 237 - 0 6 0.3 0.051 82.5 0.0092 0.042 0.26 237 237 - 0 7 0.3 0.051 97.5 0.0092 0.042 0.26 237 237 - 0 8 0.4 0.068 112.5 - 0.0122 0.056 0.35 316 249 67 67 9 0.4 0.068 127.5 0.0122 0.056 0.35 316 249 67 134 10 0.4 0.068 142.5 0.0122 0.056 0.35 316 249 67 202 11 0.5 0.085 157.5 0.0153 0.070 0.44 395 249 146 348 12 0.5 0.085 172.5 0.0153 0.070 0.44 395 249 146 494 13 0.5 0.085 187.5 0.0153 0.070 0.44 395 249 146 640 14 0.5 0.085 202.5 0.0153 0.070 0.44 395 249 146 786 15 0.5 0.085 217.5 0.0153 0.070 0.44 395 249 146 933 16 0.6 0.102 232.5 0.0184 0.084 0.53 474 249 225 1,158 17 0.6 0.102 247.5 0.0184 0.084 0.53 474 249 225 1,383 18 0.7 0.119 262.5 0.0214 0.098 0.61 553 249 304 1,687 19 0.7 0.119 277.5 0.0214 0.098 0.61 553 1 249 304 1,992 20 0.8 0.136 292.5 0.0245 0.112 0.70 632 249 383 2,375 21 0.6 0.102 307.5 0.0184 0.084 0.53 474 249 225 2,600 22 0.8 0.136 1 322.5 0.0245 1 0.112 0.70 632 249 383 2,983 23 0.8 0.136 337.5 0.0245 0.112 0.70 632 249 383 3,367 24 0.8 0.136 352.5 0.0245 0.112 0.70 632 249 383 3,750 25 0.9 0.153 367.5 0.0275 0.125 0.79 711 249 462 4,212 26 1.0 0.170 382.5 0.0306 0.139 0.88 790 249 541 4,754 27 1.0 0.170 397.5 0.0306 0.139 0.88 790 249 541 5,295 28 1.0 0.170 412.5 0.0306 0.139 0.88 790 249 541 5,837 29 1.0 0.170 427.5 - 0.0306 0.139 0.88 790 249 541 6,378 30 1.1 0.187 442.5 0.173 - 0.014 0.09 81 249 168 6,210 31 1.2 0.204 457.5 0.170 0.034 0.21 191 249 58 6,152 32 1.3 0.221 472.5 0.168 0.053 0.33 300 249 51 6,203 33 1.5 0.255 487.5 0.166 0.089 0.56 506 249 257 6,460 34 1.5 0.255 502.5 0.163 0.092 0.58 519 249 270 6,731 35 1.6 0.272 1 517.5 0.161 1 0.111 0.70 629 2491 380 7,110 36 1.7 0.289 532.5 0.159 0.130 0.82 738 249 489 7,599 37 1.9 0.323 547.5 0.157 0.166 1.05 943 249 694 8,293 38 2.0 0.340 562.5 0.154 0.186 1.17 1,052 249 803 9,096 39 2.1 0.357 577.5 0.152 0.205 1.29 1,161 249 912 10,008 40 2.2 0.374 592.5 0.150 0.224 1.41 1,270 249 1,021 11,029 41 1.5 0.255 607.5 0.148 0.107 0.67 607 249 358 11,387 42 1.5 0.255 622.5 0.146 0.109 0.69 619 249 370 11,757 43 2.0 0.340 637.5 0.144 0.196 1.24 1,113 249 864 12,621 44 2.0 0.340 652.5 0.142 0.198 1.25 1,125 249 876 13,497 45 1.9 0.323 667.5 0.140 0.183 1.16 1,040 249 791 14,288 46 1.9 0.323 682.5 0.137 0.186 1.17 1,052 249 803 15,091 47 1.7 0.289 697.5 0135 0.154 0.97 870 249 621 15,712 48 1.8 0.306 712.5 0.133 0.173 1.09 978 249 729 16,441 49 2.5 0.425 727.5 0.132 0.293 1.85 1,664 249 1,415 17,857 50 2.6 0.442 742.5 0.130 - 0.312 1.97 1,772 249 1,523 19,379 51 2.8 0.476 757.5 0.128 0.348 2.19 1,975 249 1,726 21,105 52 2.9 0.493 772.5 0.126 0.367 2.31 2,083 249 1,834 22,939 53 3.4 0.578 787.5 0.124 0.454 2.86 2,575 249 2,326 25,265 54 3.4 0.578 802.5 0.122 - 0.456 2.87 2,586 249 2,337 27,602 55 2.3 0.391 11 17.5 0.120 - 0.271 1 1.71 1,536 249 1,287 28,889 56 2.7 0.459 832.5 0.118 0.341 2.15 1,932 249 1,683 30,571 57 2.6 0.442 847.5 1 0.117 0.325 2.05 1,845 249 1 ,596 39 ,168 1 58 2.6 0.442 862.5 0.115 0.327 2.06 1,855 249 1,606 33,774 59 2.5 0.425 877.5 0.113 0.312 1.97 1,769 249 1,520 35,294 60 2.4 0.408 892.5 0.111 0.297 1.87 1,682 249 1,433 36,727 61 2.3 0.391 907.5 0.110 0.281 1.77 1,595 249 1,346 38,073 62 1.9 0.323 1 922.5 0.108 - 0.215 1.35 1,2191 249 970 39,043 63 1.9 0.323 1 937.5 0.106 0.217 1.36 1,228 249 979 40,023 64 1.9 0.323 952.5 0.105 0.218 1.38 1,238 249 989 41,012 65 0.4 0.068 967.5 - 0.0122 0.056 0.35 316 249 67 41,079 66 0.4 0.068 982.5 0.0122 0.056 0.35 316 249 67 41,146 67 0.3 0.051 997.5 0.0092 0.042 0.26 237 249 12 41,134 68 0.5 0.085 1012.5 0.0153 0.070 0.44 395 249 146 41,280 69 0.5 0.085 1027.5 0.0153 0.070 0.44 395 249 146 41,426 70 0.5 0.085 1042.5 - 0.0153 0.070 0.44 395 249 146 41,573 71 0.4 0.068 1057.5 - 0.0122 0.056 0.35 316 249 67 41,640 72 0.4 0.068 1072.5 0.0122 0.056 0.35 316 249 67 41,707 73 0.4 0.068 1087.5 0.0122 0.056 0.35 316 249 67 41,774 74 0.3 0.051 1102.5 0.0092 0.042 0.26 237 249 12 41,762 75 0.3 0.051 1117.5 0.0092 0.042 0.26 237 249 12 41,750 76 0.2 0.034 1132.5 0.0061 0.028 0.18 158 249 91 41,659 77 0.3 0.051 1147.5 0.0092 0.042 0.26 237 249 12 41,647 78 0.5 0.085 1162.5 0.0153 0.070 0.44 395 249 146 41,794 79 0.3 0.051 1177.5 0.0092 0.042 0.26 237 249 12 41,782 80 0.2 0.034 1192.5 0.0061 0.028 0.18 158 249 91 41,691 81 0.3 0.051 1207.5 0.0092 0.042 0.26 237 249 12 41,679 82 0.3 0.051 1222.5 0.0092 0.042 0.26 237 249 12 41,667 83 0.3 0.051 1237.5 0.0092 0.042 0.26 237 249 12 41,655 84 0.3 0.051 1252.5 0.0092 0.042 0.26 237 249 12 41,643 85 0.3 0.051 1267.5 0.0092 0.042 0.26 237 249 12 41,631 86 0.2 0.034 1282.5 - 0.0061 0.028 0.18 158 249 91 41,541 87 0.3 0.051 1297.5 - 0.0092 0.042 0.26 237 249 12 41,529 88 0.2 0.034 1312.5 - 0.0061 0.028 0.18 158 249 91 41,438 89 0.3 0.051 1327.5 0.0092 0.042 0.26 237 249 12 41,426 90 0.2 0.034 1342.5 0.0061 0.028 0.18 158 249 91 41,335 91 0.2 0.034 1357.5 0.0061 0.028 0.18 158 249 91 41,244 92 0.2 0.034 1372.5 0.0061 0.028 0.18 158 249 91 41,153 93 0.2 0.034 1387.5 0.0061 0.028 0.18 158 249 91 41,062 94 0.2 0.034 1402.5 0.0061 0.028 0.18 158 249 91 40,971 95 0.2 0.034 1417.5 0.0061 0.028 0.18 158 249 91 40,880 96 0.2 0.034 1432.5 0.0061 0.028 0.18 158 249 91 40,789 100.0 11.4 64,610 40,789 Effective Rain 2.85 Inches 6,475 CF /AC Storm Volume 0.94 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time Based on using 5' deep single trap standard storm trap unit, 6" stone below the bottom, effective percolation area = 5,980 square feet Unit time = 30 minutes * 1 hour / 60 minutes = 0.25 hours Percolation Volume = 2 inch /hour *5,980 square feet * 0.08333 hours * 1 feet / 12 inches 249 cubic feet per unit time Note: 1. T = time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T= 1 -1/2 unit time for the second period,etc. 2. Storm Rainfall= (60 x 4.25 x % Pattem) / ( 100 x 15) = 0.17 x %Pattern JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH Storm Period, ears: 100 Storm Period, hrs: 1 Area, acres: 3.70 Point Rainfall, inches: 2.10 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial 100 '(Z - 1001A Unit Time Period % Pattern Storm Rain in /hr Max. Loss Rate in /hr Low Loss Rate in /hr Effective Rain in/hr Flow Rate CFS Flow Volume CF Perc. Volume CF Volume To Store CF Total Storage Volume CF 1 3.0 0.756 0.1430 - 0.613 2.27 680 81 599 599 2 3.1 0.781 0.1430 - 0.638 2.36 708 81 627 1,227 3 1 3.2 0.806 0.1430 - 0.663 2.45 736 81 655 1 1,882 4 3.2 0.806 0.1430 - 0.663 2.45 736 81 655 2,538 5 3.5 0.862 0.1430 - 0.739 2.73 820 81 739 3,277 6 5.0 1.260 0.1430 - 1.117 4.13 1,240 81 1,159 4,436 7 5.2 1.310 0.1430 - 1.167 4.32 1,296 81 1,215 5,651 8 17.0 4.284 0.1430 - 4.141 15.32 4,597 81 4,516 10,166 9 18.5 4.662 0.1430 - 4.519 16.72 5,016 81 4,935 15,101 10 20.8 5.242 0.1430 - 5.099 18.86 5,659 81 5,578 20,680 11 14.5 3.654 0.1430 - 3.511 12.99 3,897 81 3,816 24,496 12 3.0 0.756 0.1430 - 0.613 2.27 680 81 599 25,095 100.0 23.5 26,067 1 25,095 Effective Rain 1.96 Inches 6,782 CF /AC Storm Volume 0.58 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time Based on the layout, 3:1 slope open -air basin, effective percolation area = 6,500 57:�' Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *6,500 square feet * 0.08333 hours * 1 feet / 12 inches = 90 cubic feet per unit time Note: 1. Storm Rainfall = (60 x 2.10 x %Pattern) / ( 100 x 5) = 0.252 x %Pattern 2. Effective percolation area = Average basin area @2.1' JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH Storm Period, ears: 100 Storm Period, hrs: 3 Area, acres: 3.70 Point Rainfall, inches: 2.70 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial ' Effective Rain 1.61 Inches 7,300 MAC Storm Volume 0.62 Ac -Ft tPercolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time 'Based on the layout, 3:1 slope open -air basin, effective percolation area = 6,500 Sr- Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *6,500 square feet * 0.08333 hours * 1 feet / 12 inches = 90 cubic feet per unit time Note: 1. Storm Rainfall = (60 x 2.70 x %Pattern) / ( 100 x 5) = 0.324 x %Pattern QAs17I Q I(sa Y�;A►2 - - 6HaA�C Unit Time Period % Pattern Storm Rain in /hr Loss Rate in /hr Low Loss Rate in/hr Effective Rain in /hr Flow Rate CFS Flow Volume CF Perc. Rate CF Volume To Store CF Total Storage CF 1 1.3 0.421 0.1430 - 0.278 1.03 309 90 219 219 2 1.3 0.421 0.1430 - 0.278 1.03 309 90 219 438 3 1.1 0.356 0.1430 - 0.213 0.79 237 90 147 584 4 1.5 0.486 0.1430 - 0.343 1.27 381 90 291 875 5 1.5 0.486 0.1430 - 0.343 1.27 381 90 291 1,166 6 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 1,565 7 1.5 0.486 0.1430 - 0.343 1.27 381 90 291 1,855 8 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 2,254 9 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 2,653 10 1.5 0.486 0.1430 - 0.343 1.27 381 90 291 2,943 11 1.6 0.518 0.1430 - 0.375 1.39 417 90 327 3,270 12 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 3,669 13 2.2 0.713 0.1430 - 0.570 2.11 632 90 542 4,211 14 2.2 0.713 0.1430 - 0.570 2.11 632 90 542 4,754 15 2.2 0.713 0.1430 - 0.570 2.11 632 90 542 5,296 16 2.0 0.648 0.1430 - 0.505 1.87 561 90 471 5,767 17 2.6 0.842 0.1430 - 0.699 2.59 776 90 686 6,453 18 2.7 0.875 0.1430 - 0.732 2.71 812 90 722 7,175 19 2.4 0.778 0.1430 - 0.635 2.35 704 90 614 7,790 20 2.7 0.875 0.1430 - 0.732 2.71 812 90 722 8,512 21 3.3 1.069 0.1430 - 0.926 3.43 1,028 90 938 9,450 22 3.1 1.004 0.1430 - 0.861 3.19 956 90 866 10,316 23 2.9 0.940 0.1430 - 0.797 2.95 884 90 794 11,110 24 3.0 0.972 0.1430 - 0.829 3.07 920 90 830 11,941 25 3.1 1.004 0.1430 - 0.861 3.19 956 90 866. , 12,807 26 4.2 1.361 0.1430 - 1.218 4.51 1,352 90 1,262 14,068 27 5.0 1.620 0.1430 - 1.477 5.46 1,639 90 1,549 15,618 28 3.5 1.134 0.1430 - 0.991 3.67 1,100 90 1,010 16,628 29 6.8 2.203 0.1430 - 2.060 7.62 2,287 90 2,197 18,825 30 7.3 2.365 0.1430 - 2.222 8.22 2,467 90 2,377 21,201 31 8.2 2.657 0.1430 - 2.514 9.30 2,790 90 2,700 23,902 32 5.9 1.912 0.1430 - 1.769 6.54 1,963 90 1,873 25,775 33 2.0 0.648 0.1430 - 0.505 1.87 561 90 471 26,245 34 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 26,644 35 1.8 0.583 0.1430 - 0.440 1.63 489 90 399 27,043 36 0.6 0.194 0.1430 - 0.051 0.19 57 90 33 27,010 100.0 19.3 30,250 1 27,010 1 JEFFERSON SQUARE, LA QUINTA SHORTCUT SYNTHETIC UNIT HYDROGRAPH Storm Period, ears: 100 Storm Period, hrs: 6 Area, acres: 3.70 Point Rainfall, inches: 3.20 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial gA3M is f Ob Y 6 Unit Time Period % Pattern Storm Rain in /hr Loss Rate in/hr Low Loss Rate in /hr Effective Rain inlhr Flow Rate CFS Runoff Volume CF Perc. Volume CF Volume To Store CF Total Storage CF 1 0.5 0.192 0.1430 - 0.049 0.18 54 54 - - 2 0.6 0.230 0.1430 - 0.087 0.32 97 90 7 7 3 0.6 1 0.230 0.1430 - 1 0.087 0.32 97 1 90 7 14 4 0.6 0.230 0.1430 - 0.087 0.32 97 90 7 21 5 0.6 0.230 0.1430 - 0.087 0.32 97 90 7 28 6 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 78 7 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 127 8 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 177 9 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 227 10 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 276 11 0.7 0.269 0.1430 - 0.126 0.47 140 90 50 326 12 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 418 13 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 510 14 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 603 15 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 695 16 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 787 17 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 879 18 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 972 19 0.8 0.307 0.1430 - 0164 0.61 182 90 92 1,064 20 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 1,156 21 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 1,249 22 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 1,341 23 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 1,433 24 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 1,568 25 0.8 0.307 0.1430 - 0.164 0.61 182 90 92 1,660 26 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 1,795 27 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 1,930 28 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 2,065 29 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 2,200 30 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 2,335 31 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 2,469 32 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 2,604 33 1.0 0.384 0.1430 - 0.241 0.89 268 90 178 2,782 34 1.0 0.384 0.1430 - 0.241 0.89 268 90 178 2,959 35 1.0 0.384 0.1430 - 0.241 0.89 268 90 178 3,137 36 1.0 0.384 0.1430 - 0.241 0.89 268 .90 178 3,314 37 1.0 0.384 0.1430 - 0.241 0.89 268 90 178 3,492 38 1.1 0.422 0.1430 - 0.279 1.03 310 90 220 3,712 39 1.1 0.422 0.1430 - 0.279 1.03 310 90 220 3,932 40 1.1 0.422 0.1430 - 0.279 1.03 310 90 220 4,152 41 1.2 0.461 0.1430 - 0.318 1.18 353 90 263 4,415 42 1.3 0.499 0.1430 - 0.356 1.32 395 90 305 4,720 43 1.4 0.538 0.1430 - 0.395 1.46 438 90 348 5,068 44 1.4 0.538 0.1430 - 0.395 1.46 438 901 348 5,416 45 1.5 0.576 0.1430 - 0.433 1.60 481 90 391 5,807 46 1.5 0.576 0.1430 - 0.433 1.60 481 90 391 6,198 47 1.6 0.614 0.1430 - 0.471 1.74 523 90 433 6,631 48 1.6 0.614 0.1430 - 0.471 1.74 523 90 433 7,064 49 1.7 0.653 0.1430 - 0.510 1.89 566 90 476 7,540 50 1.8 0.691 0.1430 - 0.548 1 2.03 609 90 519 8,059 51 1.9 0.730 0.1430 - 0.587 2.17 651 90 561 8,620 52 2.0 0.768 0.1430 - 0.625 2.31 694 90 1 04 9,224 1 53 2.1 0.806 0.1430 - 0.663 2.45 736 90 646 9,870 54 2.1 0.806 0.1430 - 0.663 2.45 736 90 646 10,516 55 2.2 0.845 0.1430 - 0.702 2.60 779 90 689 11,205 56 2.3 0.883 0.1430 - 0.740 2.74 822 90 732 11,937 57 2.4 0.922 0.1430 - 0.779 2.88 864 90 774 12,711 58 2.4 0.922 0.1430 - 0.779 2.88 864 90 774 13,485 59 2.5 0.960 0.1430 - 0.817 3.02 907 90 817 14,302 60 2.6 6.998 0.1430 - 0.855 3.16 949 90 859 15,162 61 3.1 1.190 0.1430 - 1.047 3.88 1,163 90 1,073 16,234 62 3.6 1.382 0.1430 - 1.239 4.59 1,376 90 1,286 17,520 63 3.9 1.498 0.1430 - 1.355 5.01 1,504 90 1,414 18,934 64 4.2 1 1.613 0.1430 - 1.470 5.44 1,631 90 1,541 20,475 65 4.7 1.805 0.1430 - 1.662 6.15 1,845 90 1,755 22,230 66 5.6 2.150 0.1430 - 2.007 7.43 2,228 90 2,138 24,368 67 1.9 0.730 0.1430 - 0.587 2.17 651 90 561 24,929 68 0.9 0.346 0.1430 - 0.203 0.75 225 90 135 25,064 69 0.6 0.230 0.1430 - 0.087 0.32 97 90 7 25,071 70 1 0.5 0.192 0.1430 - 0.049 0.18 54 90 36 25,035 71 0.3 0.115 - 0.02 0.094 0.35 105 90 15 25,050 72 0.2 0.077 - 0.01 0.063 0.23 70 90 (20), 25,030 100.0 22.5 31,475 25,030 ' Effective Rain 1.87 Inches 6,765 CF /AC Stone Volume 0.57 Ac -Ft tPercolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time Based on the layout, 3:1 slope open -air basin, effective percolation area = 6,500 5F Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *6,500 square feet * 0.08333 hours * 1 feet / 12 inches 90 cubic feet per unit time ' Note: 1. Storm Rainfall = (60 x 3.20 x %Pattern) / ( 100 x 5) = 0.384 x %Pattern 2. Effective percolation area = Average basin area @ 2. ( 1 1 I ' JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH i 1 n 1 Storm Period, ears: 100 Storm Period, hrs: 24 Area, acres: 3.70 Point Rainfall, inches: 4.25 Unit Time, min: 15 Loss Rate, in /hr: FT= 0.0013 *((24- (T /60)) ^1.55 +0.0713 Low Loss Rate: 18% Land Use: Commercial lob 1(W Unit Time Period % Pattern Storm Rain in /hr Time (T) Minutes Max. Loss Rate in /hr Low Loss Rate in /hr Effective Rain in /hr Flow Rate CFS Runoff Volume CF perc. Rate CF Volume To Store CF Total Storage CF 1 0.2 0.034 7.5 0.0061 0.028 0.10 93 93 0 0 2 0.3 0.051 22.5 0.0092 0.042 0.15 139 139 0 0 3 0.3 0.051 37.5 0.0092 0.042 015 139 139 0 0 4 0.4 0.068 52.5 0.0122 0.056 0.21 186 186 0 0 5 0.3 0.051 67.5 0.0092 0.042 0.15 139 139 0 0 6 0.3 0.051 82.5 0.0092 0.042 0.15 139 139 0 0 7 0.3 0.051 97.5 0.0092 0.042 0.15 139 139 0 0 8 0.4 0.068 112.5 0.0122 0.056 021 186 186 0 0 9 0.4 0.068 127.5 0.0122 0.056 0.21 186 186 0 0 10 0.4 0.068 142.5 0.0122 1 0.056 0.21 186 186 0 0 11 0.5 0.085 157.5 0.0153 0.070 0.26 232 232 0 0 12 0.5 0.085 172.5 0.0153 0.070 0.26 232 232 0 0 13 0.5 0.085 187.5 0.0153 0.070 026 232 232 0 0 14 0.5 0.085 202.5 0.0153 0.070 026 232 232 0 0 15 0.5 0.085 217.5 0.0153 0.070 0.26 232 232 1 0 0 16 0.6 0.102 232.5 0.0184 0.084 0.31 279 271 8 8 17 0.6 0.102 247.5 0.0184 0.084 0.31 279 271 8 15 18 0.7 0.119 262.5 0.0214 0.098 0.36 325 271 54 69 19 0.7 0.119 277.5 0.0214 0.098 0.36 325 271 54 123 20 0.8 0.136 292.5 0.0245 0.112 0.41 371 271 100 223 21 0.6 0.102 307.5 0.0184 0.084 0.31 279 1 271 8 231 22 0.8 0.136 1 322.5 0.0245 0.112 0.41 371 271 100 331 23 0.8 0.136 337.5 0.0245 0.112 0.41 371 271 1 100 432 24 0.8 0.136 352.5 0.0245 0.112 0.41 371 271 100 532 25 0.9 0.153 367.5 0.0275 0.125 0.46 418 271 147 679 26 1.0 0.170 382.5 0.0306 0.139 0.52 464 271 193 872 27 1.0 0.170 397.5 0.0306 0.139 0.52 464 271 193 1,065 28 1.0 0.170 412.5 0.0306 0.139 0.52 464 271 193 1,258 29 1.0 0.170 427.5 - 0.0306 0.139 0.52 464 271 193 30 1.1 0.187 442.5 0.173 - 0.014 0.05 48 271 223 31 1.2 0.204 457.5 0.170 - 0.034 0.12 112 271 159 ;45 32 1.3 0.221 472.5 0.168 0.053 0.20 176 271 95 33 1.5 0.255 487.5 0.166 - 0.089 0.33 297 271 26 34 1.5 0.255 502.5 0.163 0.092 0.34 305 271 34 35 1.6 0.272 517.5 0.161 0.111 0.41 369 271 98 1,133 36 1.7 0.289 532.5 0.159 0.130 0.48 433 271 162 1,295 37 1.9 0.323 547.5 0.157 0.166 0.62 554 271 283 1,578 38 2.0 0.340 562.5 0.154 0.186 0.69 618 271 347 1,925 39 2.1 0.357 577.5 0.152 0.205 0.76 682 271 411 2,336 40 2.2 0.374 592.5 0.150 0.224 0.83 746 271 475 2,810 41 1.5 0.255 607.5 0.148 0.107 0.40 357 271 86 2,896 42 1.5 0.255 622.5 0.146 0.109 0.40 364 271 93 2,989 43 2.0 0.340 637.5 0.144 0.196 0.73 654 271 383 3,371 44 2.0 0.340 652.5 0.142 0.198 0.73 661 271 390 3,761 45 1.9 0.323 667.5 0.140 0.183 0.68 611 271 340 4,101 46 1.9 0.323 682.5 0.137 - 0.186 0.69 618 271 347 4,447 47 1.7 0.289 697.5 0.135 - 0.154 0.57 511 271 1 240 4,688 48 1.8 0.306 712.5 0.133 - 0.173 0.64 574 271 303 4,991 49 2.5 0.425 727.5 0.132 - 0.293 1.09 977 271 706 5,698 50 2.6 0.442 742.5 0.130 - 0.312 1.16 1,040 271 769 6,467 51 2.8 0.476 757.5 0.128 - 0.348 1.29 1,160 271 889 7,356 52 2.9 0.493 772.5 0.126 0.367 1.36 1,223 271 952 8,308 53 3.4 0.578 787.5 0.124 0.454 1.68 1,512 271 1,241 9,550 54 3.4 0.578 1 802.5 1 0.122 0.456 1.69 1,519 271 1,248 10,797 55 2.3 0.391 817.5 0.120 0.271 1.00 902 271 631 11,428 56 2.7 0.459 832.5 0.118 0.341 1.26 1,134 271 863 12,292 57 2.6 0.442 847.5 0.117 - 0.325 1.20 1,084 271 813 13,104 1 r 58 2.6 0.442 862.5 0.115 0.327 1.21 1,090 271 819 13,923 59 2.5 0.425 877.5 0.113 0.312 1.15 1,039 271 768 14,691 60 2.4 0.408 892.5 0.111 0.297 1.10 988 271 717 15,408 61 2.3 0.391 907.5 0.110 0.281 1.04 937 271 666 16,074 62 1.9 0.323 1 922.5 0.108 0.215 0.80 716 271 1 445 16,519 63 1.9 0.323 937.5 0.106 0.217 0.80 721 271 450 16,969 64 1.9 0.323 952.5 0.105 - 0.218 0.81 727 271 456 17,425 65 0.4 0.068 967.5 - 0.0122 0.056 0.21 186 271 85 17,340 66 0.4 0.068 982.5 0.0122 0.056 0.21 186 271 85 17,254 67 0.3 0.051 997.5 0.0092 0.042 0.15 139 271 132 17,123 68 0.5 0.085 1012.5 0.0153 0.070 0.26 232 271 39 17,084 69 0.5 0.085 1027.5 0.0153 0.070 0.26 232 271 39 17,045 70 0.5 0.085 1042.5 0.0153 0.070 0.26 232 271 39 17,006 71 0.4 0.068 1057.5 0.0122 0.056 0.21 186 271 85 16,921 72 0.4 0.068 1072.5 0.0122 0.056 0.21 186 271 85 16,835 73 0.4 0.068 1087.5 0.0122 0.056 0.21 186 271 85 16,750 74 0.3 0.051 1102.5 0.0092 0.042 0.15 139 271 132 16,618 75 0.3 0.051 1117.5 0.0092 0.042 0.15 139 271 132 16,487 76 0.2 0.034 1132.5 0.0061 0.028 0.10 93 271 178 16,308 77 0.3 0.051 1147.5 0.0092 0.042 0.15 139 271 132 16,177 78 0.5 0.085 1162.5 0.0153 0.070 0.26 232 271 39 16,138 79 0.3 0.051 1177.5 - 0.0092 0.042 0.15 139 271 132 16,006 80 0.2 0.034 1192.5 0.0061 0.028 0.10 93 271 178 15,828 81 0.3 0.051 1207.5 0.0092 0.042 0.15 139 271 132 15,696 82 0.3 . 0.051 1222.5 - 0.0092 0.042 0.15 139 271 132 15,564 83 0.3 0.051 1237.5 0.0092 0.042 0.15 139 271 132 15,433 84 0.3 0.051 1252.5 - 0.0092 0.042 0.15 139 271 132 15,301 85 0.3 0.051 1267.5 0.0092 0.042 0.15 139 271 132 15,169 86 0.2 0.034 1282.5 0.0061 0.028 0.10 93 271 178 14,991 87 0.3 0.051 1297.5 0.0092 0.042 0.15 139 271 132 14,859 88 0.2 0.034 1312.5 0.0061 0.028 0.10 93 271 178 14,681 89 0.3 0.051 1327.5 0.0092 0.042 0.15 139 271 132 14,549 90 0.2 0.034 1342.5 0.0061 0.028 0.10 93 271 178 14,371 91 0.2 0.034 1357.5 0.0061 0.028 0.10 93 271 178 14,193 92 0.2 0.034 1372.5 0.0061 0.028 0.10 93 271 178 14,015 93 0.2 0.034 1387.5 0.0061 0.028 0.10 93 271 178 13,837 94 0.2 0.034 1402.5 - 0.0061 0.028 0.10 93 271 178 13,659 95 0.2 0.034 1417.5 0.0061 0.028 0.10 93 271 178 13,480 96 0.2 0.034 1432.5 0.0061 0.028 0.10 93 271 178 13,302 100.0 11.4 37,946 1 13,302 Effective Rain Storm Volume 2.85 Inches 3,595 CF /AC 0.305 Ac -Ft Percolation Calculations: Percolation volume = percolation rate ` effective percolation area ' unit time Based on the layout, 3:1 slope open -air basin, effective percolation area = 6,500 Sf Unit time = 15 minutes ' 1 hour / 60 minutes = 0.25 hours Percolation Volume = 2 inch /hour `6,500 square feet' 0.25 hours " 1 feet / 12 inches 271 cubic feet per unit time Note: 1. T = time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T= 1 -1/2 unit time for the second period,etc. 2. Storm Rainfall = (60 x 4.25 x %Pattern) / ( 100 x 15) = 0.17 x %aPattem 3. Effective percolation area = Average basin area @ 2.1' 1 C JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH Storm Period, ears: 100 Storm Period, hrs: 1 Area, acres: 2.45 Point Rainfall, inches: 2.10 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial BAs--W c 1W`('M - ( Hook Unit Time Period % Pattern Storm Rain inlhr Max. Loss Rate inlhr Low Loss Rate inlhr Effective Rain inlhr Flow Rate CFS Flow Volume CF Perc. Volume CF Volume To Store CF Total Storage Volume CF 1 3.0 0.756 0.1430 - 0.613 1.50 451 81 370 370 2 3.1 0.781 0.1430 - 0.638 1.56 469 81 388 758 3 3.2 0.806 0.1430 - 0.663 1.63 488 81 407 1,164 4 3.2 0.806 0.1430 - 0.663 1.63 488 81 407 1,571 5 3.5 0.882 0.1430 - 0.739 1.81 543 81 462 2,033 6 5.0 1.260 0.1430 - 1.117 2.74 821 81 740 2,773 7 5.2 1.310 0.1430 - 1.167 2.86 858 81 777 3,550 8 17.0 4.284 0.1430 - 4.141 10.15 3,044 81 2,963 6,513 9 18.5 4.662 0.1430 - 4.519 11.07 3,321 81 3,240 9,753 10 20.8 5.242 0.1430 - 5.099 12.49 3,747 81 3,666 13,420 11 14.5 3.654 0.1430 - 3.511 8.60 2,581 81 2,500 15,919 12 3.0 0.756 0.1430 - 0.613 1.50 451 81 370 16,289 100.0 23.5 17,261 16,289 Effective Rain 1.96 Inches 6,648 CF /AC Storm Volume 0.37 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time Based on the layout, 3:1 slope open -air basin, effective percolation area = 8,400 5r' Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *4,360 square feet * 0.08333 hours * 1 feet / 12 inches = 61 cubic feet per unit time Note: 1. Storm Rainfall = (60 x 2.10 x %Pattern) / ( 100 x 5) = 0.252 x %Pattern 2. Effective percolation area = Average basin area @2' L7 JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH Storm Period, ears: 100 Storm Period, hrs: 3 Area, acres: 2.45 Point Rainfall, inches: 2.70 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial BAs c- /00 `i'mk - 3 0�� Unit Time Period % Pattern Storm Rain in /hr Loss Rate in /hr Low Loss Rate in/hr Effective Rain in /hr Flow Rate CFS Flow Volume CF Perc. Rate CF Volume To Store CF Total Storage CF 1 1.3 0.421 0.1430 - 0.278 0.68 204 61 143 143 2 1.3 0.421 0.1430 - 0.278 0.68 204 61 143 287 3 1.1 0.356 0.1430 - 0.213 0.52 157 61 96 383 4 1.5 0.486 0.1430 - 0.343 0.84 252 61 191 574 5 1.5 0.486 0.1430 - 0.343 0.84 252 61 191 765 6 1.8 0.583 0.1430 - 0.440 1.08 324 61 263 1,028 7 1.5 0.486 0.1430 - 0.343 0.84 252 61 191 1,219 8 1.8 0.583 0.1430 - 0.440 1 1.08. 324 61 263 1,481 9 1.8 0.583 0.1430 - 0.440 1.08 324 61 263 1,744 10 1.5 0.486 0.1430 - 0.343 0.84 252 61 191 1,935 11 1.6 0.518 0.1430 - 0.375 0.92 276 61 215 2,150 12 1.8 0.583 0.1430 - 0.440 1.08 324 61 263 2,412 13 2.2 0.713 0.1430 - 0.570 1.40 419 61 358 2,770 14 2.2 0.713 0.1430 - 0.570 1.40 419 61 358 3,128 15 2.2 0.713 0.1430 - 0.570 1.40 419 61 358 3,486 16 2.0 0.648 0.1430 - 0.505 1.24 371 61 310 3,796 17 2.6 0.842 0.1430 - 0.699 1.71 514 61 453 4,249 18 2.7 0.875 0.1430 - 0.732 1.79 538 61 477 4,726 19 2.4 0.778 0.1430 - 0.635 1.55 466 61 405 5,131 20 2.7 0.875 0.1430 - 0.732 1.79 538 61 477 5,608 21 3.3 1.069 0.1430 - 0.926 2.27 681 61 620 6,228 22 3.1 1.004 0.1430 - 0.861 2.11 633 61 572 6,800 23 2.9 0.940 0.1430 - 0.797 1.95 586 61 525 7,325 24 3.0 0.972 0.1430 - 0.829 2.03 609 61 548 7,873 25 3.1 1.004 0.1430 - 0.861 2.11 633 61 572 8,445 26 4.2 1.361 0.1430 - 1.218 2.98 895 61 834 9,279 27 5.0 1.620 0.1430 - 1.477 3.62 1,086 61 1,025 10,304 28 3.5 1.134 0.1430 - 0.991 2.43 728 61 667 10,971 29 6.8 2.203 0.1430 - 2.060 5.05 1,514 61 1,453 12,424 30 7.3 2.365 0.1430 - 2.222 5.44 1,633 61 1,572 13,997 31 8.2 2.657 0.1430 - 2.514 6.16 1,848 61 1,787 15,783 32 5.9 1.912 0.1430 - 1.769 4.33 1,300 61 1,239 17,022 33 2.0 0.648 0.1430 - 0.505 1.24 371 61 310 17,332 34 1.8 0.583 0.1430 - 0.440 1.08 324 61 263 17,595 35 1.8 0.583 0.1430 - 0.440 1.08 324 61 263 17,857 36 0.6 0.194 0.1430 - 0.051 0.13 38 61 23 17,834 100.0 19.3 20,030 1 17,834 Effective Rain 1.61 Inches 7,279 MAC Storm Volume 0.41 Ac -Ft Percolation Calculations: Percolation volume = percolation rate * effective percolation area * unit time 'Based on the layout, 3:1 slope open -air basin, effective percolation area = 4,360 sf Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *4,360 square feet * 0.08333 hours * 1 feet / 12 inches ' = 61 cubic feet per unit time Note: 1. Storm Rainfall = (60 x 2.70 x %Pattern) / ( 100 x 5) = 0.324 x %Pattern ' JEFFERSON SQUARE, LA QUINTA SHORTCUT SYNTHETIC UNIT HYDROGRAPH n 1�' 1 1 Stone Period, ears: 100 Stone Period, hrs: 6 Area, acres: 2.45 Point Rainfall, inches: 3.20 Unit Time, min: 5 Loss Rate, in /hr: 0.143 Low Loss Rate: 18% Land Use: Commercial 052n) c Unit Time Period % Pattern Storm Rain in/hr Loss Rate in/hr Low Loss Rate in/hr Effective Rain in /hr Flow Rate CFS Runoff Volume CF Perc. Volume CF Volume To Store CF Total Storage CF 1 0.5 0.192 0.1430 0.049 0.12 36 36 - - 2 0.6 0.230 0.1430 0.087 0.21 64 61 3 3 3 0.6 0.230 0.1430 0.087 0.21 64 61 3 6 4 0.6 0.230 0.1430 0.087 0.21 64 61 3 10 5 0.6 0.230 0.1430 0.087 0.21 64 61 3 13 6 0.7 0.269 0.1430 - 0.126 0.31 92 61 31 44 7 0.7 0.269 0.1430 - 0.126 0.31 92 61 31 76 8 0.7 0.269 0.1430 - 0.126 0.31 92 61 1 31 107 9 0.7 0.269 0.1430 - 0.126 0.31 92 61 31 139 10 0.7 0.269 0.1430 - 0.126 0.31 92 61 31 170 11 0.7 0.269 0.1430 - 0.126 0.31 92 61 31 202 12 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 261 13 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 321 14 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 381 15 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 440 16 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 500 17 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 560 18 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 620 19 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 679 20 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 739 21 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 799 22 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 858 23 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 918 24 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,006 25 0.8 0.307 0.1430 - 0.164 0.40 121 61 60 1,066 26 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,153 27 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,241 28 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,329 29 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,417 30 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,505 31 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,593 32 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 1,681 33 1.0 0.384 0.1430 - 0.241 0.59 177 61 116 1,797 34 1.0 0.384 0.1430 - 0.241 0.59 177 61 116 1,913 35 1.0 0.384 1 0.1430 - 0.241 0.59 177 61 116 2,029 36 1.0 0.384 0.1430 - 0.241 0.59 177 61 116 2,145 37 1.0 0.384 0.1430 - 0.241 0.59 177 61 116 2,262 38 1.1 0.422 0.1430 - 0.279 0.68 205 61 144 2,406 39 1.1 0.422 0.1430 - 0.279 0.68 205 61 144 2,550 40 1.1 0.422 0.1430 - 0.279 0.68 205 61 144 2,695 41 1.2 0.461 0.1430 - 0.318 0.78 234 61 173 2,867 42 1.3 0.1430 - 0.356 0.87 262 61 201 3,068 43 1.4 0.1430 - 0.395 0.97 290 61 229 3,297 44 1.4 P0.4499 0.1430 - 0.395 0.97 290 61 229 3,526 45 1.5 0.1430 - 0.433 1.06 318 61 257 3,783 46 1.5 0:1430 - 0.433 1.06 318 61 257 4,041 47 1.6 . 0.1430 - 0.471 1.15 346 61 285 4,326 48 1.6 0.614 0.1430 - 0.471 1.15 346 61 285 4,612 49 1 1.7 0.653 0.1430 - 0.510 1.25 375 61 314 4,925 50 1.8 0.691 0.1430 1 - 0.548 1 1.34 403 61 342 5,267 51 1.9 0.730 0.1430 - 0.587 1 1.44 431 61 370 5,637 52 2.0 0.768 0.1430 - 1 0.625 1 1.53 459 61 398 6,036 r 53 2.1 0.806 0.1430 - 0.663 1.63 488 61 427 6,462 54 2.1 0.806 0.1430 - 0.663 1.63 488 61 427 6,889 55 2.2 0.845 0.1430 - 0.702 1.72 516 61 455 7,344 56 2.3 0.883 0.1430 - 0.740 1.81 544 61 483 7,827 57 2.4 0.922 0.1430 - 0.779 1.91 572 61 511 8,338 58 2.4 0.922 0.1430 - 0.779 1.91 572 61 511 8,849 59 2.5 0.960 0.1430 - 0.817 2.00 600 61 539 9,389 60 2.6 0.998 0.1430 - 0.855 2.10 629 61 568 9,957 61 3.1 1.190 0.1430 - 1.047 2.57 770 61 709 10,665 62 3.6 1.382 0.1430 - 1.239 3.04 911 61 850 11,515 63' 3.9 1.498 0.1430 - 1.355 3.32 996 61 935 12,450 64 4.2 1.613 01430 1.470 3.60 1,080 61 1,019 13,469 65 4.7 1.805 0.1430 1.662 4.07 1,221 61 1,160 14,630 66 5.6 2.150 0.1430 - 2.007 4.92 1,475 61 1,414 16,044 67 1.9 0.730 0.1430 - 0.587 1.44 431 61 370 16,414 68 0.9 0.346 0.1430 - 0.203 0.50 149 61 88 16,502 69 0.6 0.230 0.1430 - 0.087 0.21 64 61 3 - 16,506 70 0.5 0.192 0.1430 - 0.049 0.12 36 61 25 16,481 71 0.3 0.115 - 0.02 0.094 0.23 69 61 8 16,489 72 0.2 0.077 - 0.01 0.063 0.15 46 61 15) 16,474 100.0 1 1 22.51 20,841 1 1 16,474 r Effective Rain 1.87 Inches 6,724 CF /AC Storm Volume 0.38 Ac -Ft rPercolation Calculations:, Percolation volume = percolation rate " effective percolation area * unit time rBased on the layout, 3:1 slope open -air basin, effective percolation area = 4,360 S-F Unit time = 5 minutes * 1 hour / 60 minutes = 0.08333 hours Percolation Volume = 2 inch /hour *4,360 square feet * 0.08333 hours * 1 feet / 12 inches 61 cubic feet per unit time ' Note: 1. Storm Rainfall = (60 x 3.20 x %Pattern) / ( 100 x 5) = 0.384 x %Pattern r r r r. r r ' JEFFERSON SQUARE SHORTCUT SYNTHETIC UNIT HYDROGRAPH F� Storm Period, ears: 100 Storm Period, hrs: 24 Area, acres: 2.45 Point Rainfall, inches: 4.25 Unit Time, min: 15 Loss Rate, in /hr: FT= 0.0013 *((24- (T /60)) ^1.55 +0.0713 Low Loss Rate: 18% Land Use: Commercial BA's&l C- / (V `I ?1K -1-� HDU K Unit Time Period % Pattern Storm Rain in /hr Time (T) Minutes Max. Loss Rate in /hr Low Loss Rate in /hr Effective Rain in /hr Flow Rate CFS Runoff Volume CF perc. Rate CF Volume To Store CF Total Storage CF 1 0.2 0.034 7.5 0.0061 0.028 0.07 61 61 0 0 2 0.3 0.051 22.5 0.0092 0.042 0.10 92 92 0 0 3 0.3 0.051 37.5 0.0092 0.042 0.10 92 92 0 0 4 0.4 0.068 52.5 0.0122 0.056 014 123 123 0 0 5 0.3 0.051 67.5 0.0092 0.042 0.10 92 92 0 0 6 0.3 0.051 82.5 0.0092 0.042 0.10 92 92 0 0 7 0.3 0.051 97.5 0.0092 0.042 0.10 92 92 0 0 8 0.4 0.068 112.5 0.0122 0.056 0.14 123 123 0 0 9 0.4 0.068 127.5 0.0122 0.056 0.14 123 123 0 0 10 0.4 0.068 142.5 0.0122 0.056 0.14 123 123 0 0 11 0.5 0.085 157.5 0.0153 0.070 0.17 154 154 0 0 12 0.5 0.085 172.5 0.0153 0.070 017 154 154 0 0 13 0.5 0.085 187.5 0.0153 0.070 0.17 154 154 0 0 14 0.5 0.085 202.5 0.0153 0.070 0.17 154 154 0 0 15 0.5 0.085 217.5 1 0.0153 0.070 0.17 154 154 01 0 16 0.6 0.102 232.5 0.0184 0.084 0.20 184 182 2 2 17 0.6 0.102 247.5 0.0184 0.084 0.20 184 182 2 5 18 0.7 0.119 262.5 0.0214 0.098 0.24 215 182 33 38 19 0.7 0.119 277.5 0.0214 0.098 0.24 215 182 33 71 20 0.8 0.136 292.5 0.0245 0.112 0.27 246 182 64 135 21 0.6 0.102 307.5 0.0184 0.084 0.20 184 182 1 2 138 22 0.8 0.136 322.5 0.0245 0.112 0.27 246 182 64 201 23 0.8 0.136 337.5 0.0245 0.112 0.27 246 182 64 265 24 0.8 0.136 352.5 0.0245 0.112 0.27 246 182 64 329 25 0.9 0.153 367.5 0.0275 0.125 0.31 277 182 95 424 26 1.0 0.170 382.5 0.0306 0.139 0.34 307 182 125 549 27 1.0 0.170 397.5 0.0306 0.139 0.34 307 182 125 675 28 1.0 0.170 412.5 0.0306 0.139 0.34 307 182 125 800 29 1.0 0.170 427.5 0.0306 0.139 0.34 307 182 125 925 30 1.1 0.187 442.5 0.173 - 0.014 0.03 31 182 151 775 31 1.2 0.204 457.5 0.170 0.034 0.08 74 182 108 667 32 13 0221 472.5 0.168 0.053 0.13 117 182 65 602 33 1.5 0.255 487.5 0.166 0.089 0.22 197 182 15 617 34 1.5 0.255 502.5 0.163 0.092 0.22 202 182 20 637 35 1.6 0.272 517.5 0.161 0.111 0.27 244 182 62 699 36 1.7 0.289 532.5 0.159 0.130 0.32 287 182 105 804 37 1.9 0.323 547.5 0.157 0.166 0.41 367 182 185 989 38 2.0 0.340 562.5 0.154 0.186 0.45 409 182 227 1,216 39 2.1 0.357 577.5 0.152 0.205 0.50 451 182 269 1 1,485 40 2.2 0.374 592.5 0.150 0.224 1 0.55 494 182 312 1,797 41 1.5 0.255 607.5 0.148 0.107 0.26 236 182 54 1,851 42 1.5 0.255 622.5 0.146 0.109 0.27 241 182 59 1,910 43 2.0 0.340 637.5 0.144 0.196 0.48 433 182 251 2,161 44 2.0 0.340 652.5 0.142 0.198 0.49 437 182 255 2,416 45 1.9 0.323 667.5 0.140 0.183 0.45 405 182 223 2,639 46 1.9 0.323 682.5 0.137 0.186 0.45 409 182 227 2,866 47 1.7 0.289 697.5 0.135 0.154 0.38 339 182 157 3,022 48 1.8 0.306 712.5 0.133 0.173 0.42 380 182 198 3,221 49 2.5 0.425 727.5 0.132 0.293 0.72 647 182 465 3,686 50 2.6 0.442 742.5 0.130 0.312 0.77 689 182 507 4,193 51 2.8 0.476 757.5 0.128 0.348 0.85 768 182 586 4,779 52 2.9 0.493 772.5 0.126 - 0.367 0.90 810 182 628 5,407 53 3.4 0.578 787.5 0.124 0.454 1.11 1,001 182 819 6,226 54 3.4 0.578 802.5 0.122 0.456 1.12 1,006 182 824 7,050 55 2.3 0.391 817.5 0.120 0.271 0.66 597 182 415 7,465 56 2.7 0.459 832.5 0.118 0.341 0.83 751 182 569 8,034 57 2.6 0.442 847.5 0.117 0.325 0.80 718 182 536 8,570 58 2.6 0.442 862.5 0.115 0.327 0.80 722 182 540 9,109 59 2.5 0.425 877.5 0.113 0.312 0.76 688 182 506 9,615 60 2.4 0.408 892.5 0.111 0.297 0.73 654 182 472 10,088 61 2.3 0.391 907.5 0.110 0.281 0.69 620 182 438 10,526 62 1.9 0.323 922.5 0.1W-O.0092 0.215 0.53 474 182 292 10,818 63 1.9 0.323 937.5 0.0.217 0.53 478 182 296 11,114 64 1.9 0.323 952.5 0.0.218 0.53 481 182 299 11,413 65 0.4 0.068 967.5 0.056 0.14 123 182 59 11,354 66 0.4 0.068 982.5 0.056 0.14 123 182 59 11,295 67 0.3 0.051 997.5 0.042 0.10 92 182 90 11,205 68 0.5 0.085 1012.5 0.0153 0.070 0.17 154 182 28 11,177 69 0.5 0.085 1027.5 0.0153 0.070 0.17 154 182 (28)_ 11,149 70 0.5 0.085 1042.5 0.0153 0.070 0.17 154 182 28 11,120 71 0.4 0.068 1057.5 0.0122 0.056 0.14 123 182 59 11,061 72 0.4 0.068 1072.5 0.0122 0.056 0.14 123 182 59 11,002 73 0.4 0.068 1087.5 0.0122 0.056 0.14 123 182 59 10,943 74 0.3 0.051 1102.5 0.0092 0.042 0.10 92 182 90 10,853 75 0.3 0.051 1117.5 0.0092 0.042 0.10 92 1 182 90 10,764 76 0.2 0.034 1132.5 0.0061 0.028 0.07 61 182 121 10,643 77 0.3 0.051 1147.5 0.0092 0.042 0.10 92 182 90 10,553 78 0.5 0.085 1162.5 0.0153 0.070 0.17 154 182 28 10,525 79 0.3 0.051 1177.5 0.0092 0.042 0.10 92 182 90 10,435 80 0.2 0.034 1192.5 - 0.0061 0.028 0.07 61 182 121 10,315 81 0.3 0.051 1207.5 - 0.0092 0.042 0.10 92 182 90 10,225 82 0.3 0.051 1222.5 - 0.0092 0.042 0.10 92 182 90 10,135 83 0.3 0.051 1237.5 - 0.0092 0.042 0.10 92 182 90 10,045 84 0.3 0.051 1252.5 - 0.0092 0.042 0.10 92 182 90 9,955 85 0.3 0.051 1267.5 - 0.0092 0.042 0.10 92 182 90 9,866 86 0.2 0.034 1282.5 - 0.0061 0.028 0.07 61 182 121 9,745 87 0.3 0.051 1297.5 - 0.0092 0.042 0.10 92 182 90 9,655 88 0.2 0.034 1312.5 - 0.0061 0.028 0.07 61 182 121 9,535 89 0.3 0.051 1327.5 - 0.0092 0.042 0.10 92 182 90 9,445 90 0.2 0.034 1342.5 - 0.0061 0.028 0.07 61 182 121 9,325 91 0.2 0.034 1357.5 - 0.0061 0.028 0.07 61 182 121 9,204 92 0.2 0.034 1372.5 - 0.0061 0.028 0.07 61 182 121 9,083 93 0.2 0.034 1387.5 - 0.0061 0.028 0.07 61 182 121 8,963 94 0.2 0.034 1402.5 - 0.0061 0.028 0.07 61 182 (121). 8,842 95 0.2 0.034 1417.5 - 0.0061 0.028 0.07 61 182 121 8,722 96 0.2 0.034 1432.5 0.0061 0.028 0.07 61 182 121 8,601 100.0 11.4 25,126 8,601 Effective Rain 2.85 Inches 3,511 CF /AC Storm Volume 0.197 Ac -Ft Percolation Calculations: Percolation volume = percolation rate ' effective percolation area ' unit time ' Based on the layout, 3:1 slope open -air basin, effective percolation area = feet Unit time = 5 minutes' 1 hour / 60 minutes = 0.25 hours Percolation Volume = 2 inch /hour'4,360 square feet' 0.25 hours ` 1 feet / 12 inches = 182 cubic feet per unit time ' Note: 1. T = time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T= 1 -1/2 unit time for the second period,etc. '2. Storm Rainfall = (60 x 4.25 x %Pattern) / ( 100 x 15) = 0.17 x %Pattern 3. Effective percolation area = Average basin area @ 2' HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA VIII. RETENTION BASIN DESIGN BUOYANCE FORCE CALCULATIONS CMP' LIFE EXPECTANCY CALCULATIONS PERCOLATION TEST RESULT REFERENC DRC • BAs► , fl, RETENTION BASIN SIZING (BASIN 'A9 ----- JEFFERSON SQUARE, LA QU/NTA, CA USE DESIGN VOLUME: 52,993 CUBIC FEET 1. CONISPAN LENGTH (INFILTRATION BASIN) USE 5' DEEP SINGLE TRAP STANDARD STORMTRAP UNITS: TOTAL VOLUME PROVIDED = 27,000 CF (SEE ATTACHED DETAIL BY MANUFACTURER) 2. DRYWELL .ONE MAXWELL PLUS DRYWELL, 41.3' DEEP, 34 FT BELOW WATER SURFACE AT 96" CMP STORAGE BASIN STORAGE IN THE 6' DIA. SHAFT: VOLUME = 3.14 x (3 FT) ^2 x 24'= 678 CF STORAGE IN THE 4' DIA. SHAFT: VOLUME = 3.14 x (2 FT) ^2 x 10' = 126 CF TOTAL VOLUME = 6V SF + 138 SF = 804 SF 3. CMP PIPE 2- 5 LF 48" CMP, Volume = 10 x 3.14 x 2 ^2 = 126 CF USE 96" CMP PIPE WITH TWO MANIFOLD: REQUIRED STORAGE VOLUME = 52,993 CF - 27,000 CF - 804 CF - 126 CF = 25,063 CUBIC FEET TOTAL VOLUME PROVIDED = 25,082 CF (SEE ATTACHED EXCEL SHEET) THEREFORE, FOOTPRINT = 95'x 52' DRAW -DOWN TIME TOTAL DEAD STORAGE VOLUME = 52,993 CUBIC FEET .AVG AREA = 4,648 SF, 1 DRYWELL PROPOSED USE PERCOLATION RATE OF 2 INCH /HOUR AND 0.1 CFS PER DRYWELL: TOTAL PERCOLATION = 4,648 SF x 1/12 x 2 INCH /HOUR x 1/ 3,600 + 1 DRYWELL x 0.1 CFS / DRYWELL = 0.315 CFS DRAW TIME = 52,993 CUBIC FEET 0.315 CFS* 3,600 S 11 HOUR =46 HOURS (< 72 HOURS, THEREFORE, O.K.) BILL OF MATERIALS QTY. PART NO. DESCRIPTION - 29 TYPE 1 5' '0 DEEP STORMTRAP SYSTEM TYPE III BILL OF MATERIALS QTY. PART NO. DESCRIPTION - 29 TYPE 1 5' -0" SINGLETRAP TYPE I 9 TYPE II 5' -0" SINGLETRAP TYPE 11 12 TYPE III 5' -0" SINGLETRAP TYPE III 3 TYPE IV 5' -0" SINGLETRAP Typr IV 2 TYPE V 5' -0* SINGLETRAP 23 JOINT TAPE JOINT TAPE - 14,5' IPER 9 JOINT WRAP JOINT WRAP - 150' PER ROLL TOTAL VOLUME STORAGED IN CHAMBERS - 21,253 CUBIC FEET TOTAL VOLUME STORAGE IN STONE (40X VOID) - 5,747 CUBIC FEET - TOTAL VOLUME PROVIDED - 27,000 CUBIC FEET _ r � IV III III III III V 48' -2 MH MH I III IV V III III III I V 6' -10 3/4' 84' -4 1/2- 14' -1' 98'-5 1/4" 1/2" BAsw `A' Footprint Calculator - Underground Detention Systems Input In Yellow Ya ume3 egeiremetts or Req'd acre -ft L 0.58 1 Req'd cu. 25063.00 Target Volume 25063.00 cu. ft. Rq. Barrel Length 78.92 Enter Valid Length 79.00 lift Total Linear Feet 499.00 LF otai Vo 400 ""GOOD :, „_.' GOOD 25082.48 cu.ft. System Length= 95.00 Barrel Length Footprint Dimensions Project ID #6554 # of Barrels n Project Name Shape or Dia. Project Cit inches Volume /LF 50.27 cu. ft. Enter Spacing 3.00 ft. Manifold Width 52.00 ft. # of Manifolds 2.00 LF of Manifolds 104.00 ft. Rq. Barrel Length 78.92 Enter Valid Length 79.00 lift Total Linear Feet 499.00 LF otai Vo 400 ""GOOD :, „_.' GOOD 25082.48 cu.ft. System Length= 95.00 Barrel Length Footprint Dimensions Project ID #6554 Sales Engineer Jason Autry Project Name Wildwood Office Park Project Cit Roswell Project State Georgia Customer Contact Notes: w��� %uTrwu ei%bo . : MUMLO- re CONSTRUCTION PRODUCTS INC. Engineering Services 52.00 Manifold Width Version 1.1 DRCDevelopment Resource Consultants Sheet t of I project: 1 'EFFKSDN S By: Date: S1 2,9,16B Job No.: LO 3 • Ckd: Date: BASOA - U� (�R C� Roun►0 5 Y��1 _ q6" c ft4 P S'lo1QAO SYSTEM o S7o M� 5 i�Z� � Tle�f - &-G6✓A1Tmi DLff- vG-6 &fWM Ob Tub 5Ys�,*M5 3 FEAT t A) uPWARtp atkO'<Aar-Y rOKQ LA f wAgo Bt ymo( Ica = 3 ' x z. 3 i = 6.93 Ps7 = y9 -*/CF p_) pUw�IWAl2b �aYIG� orl SToK�TR�tP SisTG�l: PUWA)wAAO TvAcie u �Ro PW T 1 06T To - S6k(,& — Gbv2�. av� tH� S7oRM'(RAP Y zt� I FT fist-( Y — 120 # /Cf POW4VAIZO 7::6RC = 12- FT x 17. #/ r-F # 1Cr ' pow N W Al2 4 r (Af W AiU i:iPl&4 I< , 1 ®eyelopment Resource Consultants �roject: -TEFFtiRsoN ! 6a,AARZ By: Y P4. ob No: CO-4 - 30�' Ckd: S'nt /-Of / Date: Date: b---T I - IivA7ZpJ 6-(- GAAP 516RA6Z 6,45ZN SZ-Rtacs- LZFZ 5-610 0 TH& C�o7Ec,NNUAL 5-N&MaRsN6; I NM11-6A 1-feM �v�e Try ►SGT iZ.e Sj s-fi vj'4y = 2 , S-W Oh "S —Gm Le S-5 dru klori 23. LF m9 /k5 Rom MTKp i s C P oaf I-rVg 5 -T;m AT Y Aff 4070 FIA(A ; a P H of %iu VYWMWT Nub A(,U( GX� 5- Q -[l%iv �• 3 0,41 Y�,s= qOX /.6 =�i2 All F- M W 4C D U J W W U 0 3 co r z p 2C 0 cc W M O I- W L, CHART FOR ESTIMATING YEARS �CO PERFORATION OF STEEL CULVERTS pH OF ENVIRONMENT NORMALLY GREATER THAN 7.3 YEARS 1.47 RO-41 R= MINIMUM RESISTIVITY pH OF ENVIRONMENT NORMALLY LESS THAN 7.3 Log (2160 -2490 Log,o pH)l YEARS= 13.79[LogtOR- 10 GAGE le 16 14 12 10 8 MULTIPLY YEARS TO PERFORATION BY FACTOR FOR. THE VARIOUS METAL GAGES. 100 Iu�v MINIMUM RESISTIVITY (R) =ohm cm FIGURE 1 L i t GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED JEFFERSON SQUARE . JEFFERSON STREET AND FRED WANG DRIVE LA QUINTA, CALIFORNIA PROJECT NO. 112 -07036 MAY 25, 2007 PREPARED FOR: REGENCY CENTERS, INC. 36 EXECUTIVE PARK, SUITE 100 IRVINE, CALIFORNIA 92614 ATTENTION: MR. THOMAS MIDDLETON PREPARED BY: KRAZAN & ASSOCIATES, INC. 4221 BRICKELL STREET ONTARIO, CALIFORNIA 91761 (909) 974 -4400 Offices Serving the Western United States 1 KA No, 112 -07036 Page No. 5 SEISMICITY, LIQUEFACTION POTENTIAL AND SEISMIC INDUCED SETTLEMENT Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and fault systems. Fault patterns and density reflect relative degrees of regional stress through time, but do not necessarily indicate recent seismic activity; therefore, the degree of seismic risk must be determined or estimated by the seismic record in any given region. Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated: 1) Soil type 2) Groundwater depth 3) Relative density 4) Initial confi>ung pressure 5) Intensity and duration of ground shaking The soils beneath the site consist predominately of dense and stiff materials. Groundwater is expected to be a depth of greater than 50 feet. The potential for liquefaction is considered to. be low based on the absence of shallow groundwater and the relatively dense and stiff materials underlying the site. One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based on site subsurface conditions and the moderate to high seismicity of the region, any loose granular materials at the site could be vulnerable to this potential hazard. Our analysis of dynamic densification of "dry" soil above the water table in the upper 50 feet of existing soil profile was performed. The seismic densification of dry to damp alluvial sandy soils due to onsite seismic activity is calculated to have total settlements of approximately 2 to 3 inches. To reduce the effects and magnitude of the seismic induced settlements, remedial grading is recommended, as discussed later in this report. Following completion of the recommended remedial grading and foundation design, we estimate that differential settlements of approximately 1/2 inch in 20 feet laterally may result from seismic densification. SOIL CORROSIVITY Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The results of the tests are included as follows: .......:............:....; a .. .. .........::... ....... Tuc es .V hod Resistivity 12,500 oluns -cm Caltrans Sulfate Less than 5 mg/kg EPA 9038 Chloride 23.4 mg/kg EPA 9253 pH 9.02 EPA 9045C Krazan & Associates, Inc. Offices Serving 71ie Western United States 11207036.doe 1 ' RETENTION BASIN SIZING (BASIN 'B I JEFFERSON SQUARE, LA QU/NTA, CA t ON -SITE RETENTION VOLUME CALCULATION ' AVERAGE END AREA METHOD Elevation F Area SF Avg Area SF Depth F Avg Volume CF = 0 3,579 4,240 1 4,240 1 4,900 5,600 1 5,600 2 6,300 7,055 1 7,055 3 7,810 8,578 1 8,578 4 9,345 9,500 0.2 1,900 4.2 9,655 TOTAL CF : 27,372 DRYWELL ' ONE MAXWELL PLUS DRYWELL 30' BELOW BASIN BOTTOM ' STORAGE IN THE 6' DIA. SHAFT: VOLUME = 3.14 x (3 FT) ^2 x 18'= 508 CF STORAGE IN THE 4' DIA. SHAFT: VOLUME = 3.14 x (2 FT) ^2 x 12'= 151 CF ' TOTAL VOLUME PROVIDED TOTAL VOLUME = 27,372 CF + 508 CF + 151 CF = 28,031 CF PERCOLATION CALCULATION: ' .TOTAL DEAD STORAGE VOLUME = 27,010 CUBIC FEET AVG AREA = 6,500 SF, 1 DRYWELL PROPOSED ' USE PERCOLATION RATE OF 2 INCH /HOUR AND 0.1 CFS PER DRYWELL: TOTAL PERCOLATION = 6,500 SF x 1/12 x 2 INCH /HOUR x 1/ 3,600 + 1 DRYWELL x 0.1 CFS / DRYWELL = 0.4 CFS DRAW TIME= 27.010 CUBIC FEET ' 0.4 CFS* 3,600 S / 1 HOUR =19 HOURS (< 72 HOURS, THEREFORE, O.K.) 12 A gn RETENTION BASIN SIZING (BASIN 'C7 JEFFERSON SQUARE, LA QUINTA, CA ON -SITE RETENTION VOLUME CALCULATION AVERAGE END AREA METHOD Elevation FT Area SF Avg Area SF Depth FT Av-g Volume CF 0 2,575 2,988 1 2,988 1 3,400 3,880 1 3,880 2 4,360 4,855 1 4,855 3 5,350 5,908 1 5,908 4 6,465 6,483 0.1 648 4.1 6,500 TOTAL CF : 18,278 DRYWELL ONE MAXWELL PLUS DRYWELL, 30' BELOW BASIN BOTTOM STORAGE IN THE U DIA. SHAFT: VOLUME = 3.14 x (3 FT) ^2 x 18'= 508 CF STORAGE IN THE 4' DIA. SHAFT: VOLUME = 3.14 x (2 FT) ^2 x 12' = 151 CF TOTAL VOLUME PROVIDED TOTAL VOLUME = 18,278 CF + 508 CF + 151 CF = 18,937 CF PERCOLATION CALCULATION: TOTAL DEAD STORAGE VOLUME = 17,834 CUBIC FEET AVG AREA = 4,360 SF, 1 DRYWELL PROPOSED USE PERCOLATION RATE OF 2 INCH /HOUR AND 0.1 CFS PER DRYWELL: TOTAL PERCOLATION = 4,360 SF x 1/12 x 2 INCH /HOUR x 1/ 3,600 + 1 DRYWELL x 0.1 CFS / DRYWELL = 0.3 CFS DRAW TIME = 17,834 CUBIC FEET 0.3 CFS* 3,600 S / 1 HOUR =17 HOURS (< 72 HOURS, THEREFORE, O.K.) W�� Kxazan& ASSOCIATES, I.NC. r1 Z• GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION r rJuly 8, 2008 K.A Project No. 112 -07036 Mr. Thomas Middleton r Regency Centers Inc. 36 Executive Park, Suite 100 Irvine, CA 92614 rREi Percolation Rate Study Proposed Shopping Center Jefferson Street and Fred Waring Drive La Quinta, California rDear Mr. Middleton- In accordance with your request, we have performed percolation testing at the subject site. This report rdocuments. the services and,provides the results of our field and laboratory study. PURPOSE AND SCOPE rThis study was conducted to measure the approximate percolation rates within the near- surface strata of the site: It is our understanding that the data will be used by the project design team.in their development r of the on site storm water disposal system. The percolation testing conducted at the subject site. was performed in general accordance with the City of La Quin ta, Public Works Department, Engineering Bulletin #06 -16. Hydrology and Hydraulic Report Criteria for Storm Drain Systems, USBR Percolation r Test Standard. Out scope of services was outlined in,our change order dated June 11, 2008 (KA Project No. 112- 07036) and included the following: ro Conducting three .(3) percolation tests within the area of the proposed detention basins at the subject site. Two of-the; percolation tests were performed at depths of approximately 10 to. 13 . feet below existing grade. The percolation test for the underground basin was performed at a rdepth. of approximately 20 to 23 feet below the existing grade. ® A total of three exploratory borings were performed adjacent to the percolation tests. These rexploratory borings were extended to a depth of at least 15 feet.below the bottom.of each test. ® Preparation of this report summarizing the.results of our investigation.. r Offices Serving The Western United States 4221 Brickell Street, Ontario, California 91761 a (909) 974 -4400 a Fax: (909). 974-4022 ,4e 1' 1� n 1 I KA No. 112-07036 Page 2 of 4 SITE LOCATION AND SITE DESCRIPTION The .proposed site is located at the intersection of Jefferson Street and Fred Waring Drive in La Quinta, California. The site is roughly rectangular in shape and roughly sloping to the north and east. At -the time of our field investigation and testing program, the site was undeveloped and. covered with sparse bushes and exposed soil. SOIL PROFILE AND SUBSURFACE CONDITIONS The subsurface profile generally consisted of loose to dense fine sand and fine silty sands extending to the maximum depth explored. During the excavation of the borings, continuous visual and physical examination was conducted on the soil cuttings. Significant isift or clay.layers /lenses were not identified as being encountered in any of the borings at the site. Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The results of the tests are included as follows: .=w^ -,' Parameter g , s..C.t ri`:.Lt.i<�. ...,t✓ _�.f.�., a. \- ; ynRe "salts 31 f Is. ,_'!i: r.fd.l+.°ivihf J..w L.i".f .' _' r {Test Method',," . t -!.� NZ;!_.uh+n° -re .a Resistivity 2,460 ohms -cm Caltrans Sulfate 268 mg/kg EPA 9038 Chloride .117 mg/kg EPA 9253 pH 7.52 EPA 9045C Excessive sulfate or chloride. in. either the soil or native water may result in an adverse reaction between the cement in concrete and the soil. California Building Code has developed criteria for evaluation of sulfate and chloride levels and how they relate to cement reactivity with soil and /or water. The soil samples from the subject site were tested to have a low .sulfate 'and chloride concentrations. Therefore; no special design requirements are, necessary to compensate for sulfate or chloride reactivity with the cement. Electrical resistivity testing of the soil indicates that the onsite soils may have a mild potential for metal, loss from electrochemical corrosion process. PERCOLATION TESTING Two methods for percolation testing are given in the City of La Quinta, Public Works Department, Engineering Bulletin #06 -16. Hydrology and. Hydraulic Report Criteria for Storm Drain Systems, USBR Percolation Test Standard. Either ASTM Double Ring Infiltrometer Test or U.S. Bureau of Reclamation Test were recommended by the .City of La Quinta as approved test methods.. The U.S.. Bureau of Reclamation method was determined to be the most prudent for the subject site. The test locations are presented on the attached site plan, Figure 1. Detail results of the percolation tests are attached. The data is presented in tabular format. The soWpercolation rates are based on tests conducted with clean water. The infiltration rates may vary with time as a result of soil clogging from water impurities. A factor of safety should be incorporated into the design of the basins to compensate Offices Serving The Western United States 4221 Brickell Stieet Ontario, California 91761 • (909) 974 -4400 • Faic: (909) 9744022 112 -07036 La Ouinta Pen; #2 KA.No. 112 -07036 Sage 3 of 4 for these faetors..In addition, peiiodic maintenance consisting of clearing the bottom of the basins.should ' be expected. The highest percolation rate ranges from 4.25 inches to 6.5 inches per hour. A minimum factor of safety of 2:0 should be assigned to this value. The recommended design percolation rate .should.be a maximum of 2.0 inches'per hour. LINIITATIONS Geotechnical. Engineering is one of the newest divisions of Civil Engineering: This branch of Civil. Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although our services were conducted in accordance with current engineering practice, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements t vi the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement,, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be,professionally reviewed. In light of this, the Owner should .be aware t that there is a.practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 1 year be considered:a reasonable.time for the usefulness of this report. The scope of our services did not include a .groundwater study and was limited to the performance of percolation testing and the submitted of the data only. Our services did not include those associated with an Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements,. in this report regarding odors, unusual or suspicious items, or conditions observed, are strictly fora t descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical engineering information presented herein is based. upon professional interpretation utilizing standard engineering practices. The work conducted through, the course of this .investigation, including the preparation of this report, have been performed in accordance with the .generally accepted standards of geotechnical engineering practice, which existed in the geographic area at the time the report was written. No other warranty, express or implied, is made. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering. developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites. 1 Offices Serving The Western United States 4221 Brickell Street, Ontario, California 91761 • (909) 9744400 a Fax: (909) 9744022 112 -07036 La.0uinta -Perc #2 KA No: 112 -07036 Page 4 of 4 Ifyou have any questions regarding. the- services performed or the data reported herein, or if we may be of further assistance, please do not hesitate to contact our office at (909) 974 -4400. Respectfully submitted; KRAZAN &ASSOCIATES; INC. NAL 0 stop r Ro - o ISTO I ;EFl n Project Geolo sit' sosit -ON 05 PG No. 8420 EL o No; 84420�. , N� i:zp41M( �q CR/JMK:rm �F CA0'Ff Attachments: Figure 1, Site Plan Results of Percolation Tests Boring Logs Tat M. Project E RCE No. /JAMES M.KELLO �? No 65092 r.xPiFctj Sep 30, < Offices Serving The Western United States 4221 Brickell Street, Ontario, Califomia 91761 0 (909) 974 -4400 *.Fax: (909) 9744022 112-07036 La Quinta Pert 42 'r.L-r+t ial ---P.7 .� pip LOADING ® -9 jF TF cum in 1 171 LW--0 IL ' 1 � LOADING 1 oil n;c.7 � 1 1 _ 1 rrLal _- - tv;7 1 I 1 qp it 1 1 7 mm �. ass A LO . .'� 4 .ai a d [Y d Z '. Q LADING. LIJ . y t ♦� - LL- P -S�B 178 -18 ,,�� -;;•:; - li UILLLH � "`'�`�., - — . ,.. , LEGEND JEFFERSON ST i B -18 APPROXIMATE BORING LOCATION P -7 APPROXIMATE PERCOLATION TEST LOCATION Scalel Dntel PROPOSED JEFFERSON SQUARE N TS JULY 2008 LA QUM`A, CA Drawn by, Approved by, RM X SITE DEVELOPMENT ENGINEERS Project No. Figure No. SITE PLAN 112 -07036 1 Offices Serving the Western United States F. 1 1 .1 Log of Drill Mole B -17 Project: Proposed Jefferson.Square Project No: 112 -07036 Client: Regency Centers Figure No.: A -17 Location: La :Quints, CA Logged By: WP Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE °�- Water Content ( °lo) ., Description c 0 N N CD a � ° T ° m_._.._._..�.._......._�_.:..:. 10 20 30 40 _,...........__�.._._.__..... Ground Surface SILTY SAND (SM), fine grained, light brown, slightly. moist SILTY SANDISAND (SM/SP), fine to medium grained, light brown, slightly moist •-- • - - -!: - -- - -• " -" -- -! - - -, - -- i i I 6 SILTY SANDISAND (SM/SP), fine grained, brown, slightly moist, medium dense. 8 . ' very tine grained, yellow -tan, slightly moist;_ medium _ - .. . ... . ........ .•__i_.- ,.__- • ,_ •. - dense „ 12 _...._._._. i.__..._._._: i. :............._,._ ..........:.. r._.•.__.. SILTY SAND (SM), 14 medium to coarse grained, tan, medium dense _..._. ".,..._ .......... .__..• .___..._......... .....:......._ ! SILTY SANDISAND (SMISP), 16 fine to medium grained; light brown, slightly moist ? I _..._....._.__ ..._...:.._..._.�.._.__..._!.._ .... -- SILTY SAND/SAND(SM/SP), 20 fine grained, tan -brown 22-,-.'.;'. ;.._.:....;.:..__..... SAND (SP), medium. to coarse grained, light brown, dense ___.. i..:_........._. �. ,..._..: i.............s.. ,.. . 24 _....... . ... .... _ _.. ` .: • .. SAND (SP), medium to coarse grained, light.brown, dense _._.. ..._.;...._._ ............._.__. __._..__ ,.. 26 ...... .... ..:....:._.._..l ......_....'..___.__ ... _ E End of Borehole Total Depth = 25' I 28 No gro. undwater was en.countered.during drilling - '" ~ --- I Hole backfilled with soil cuttings and tamped _.�_...__...._......;,._....__. ;....•..... 30 06/26/08 • . Dril[Method: Hollow Stem Auger Drill Rig: CME 55 Driller: JG Krazan and Associates Drill Date: 06/26108 Hole Size: 6" Elevation: See Site Plan ShpPt: 1 of 1 u! 1 1 n Log of Drill Hole B -18 Project: Proposed Jefferson Square Project No: 112 -07036 Client:. Regency Centers Figure No.: A -18 Location, La Quinta, CA Logged By: WP Depth to Water> initial: At Completion'. SUBSURFACE PROFILE SAMPLE U a Water Content ( %) Description o o o a> O w o U) n �. CL ca Ground Surface SILTY SAND (SM), fine grained, light brown, slightly moist 2 --....._..!.._..__ .__.;:....... ._ ... .,;_,.__...._ SILTY SAND /SAND(SM /SP), fine grained, light brown, slightly moist . ....... ........... . ..___`.._............_ .... ....... _ .... ..... ..... r 4 _ 6 _ - .._.....__L. _......_...!_ . ..............:................ '. SILTY SAND /SAND (SM /SP), fine grained, brown, slightly' moist i 8 i _.....__..__.:....._. _..__........_._:... i 1.0 .. l - i ......._._..., r_....._._.;... ...... . __;_.._ ..___. . _._...... ' SAND (Sp)' 12 :: :. fine grained, yellow -tan; slightly moist - •---- 1 - - - -- - - -•; _.._ .:, ;__.____ ! - �•� SILTY SAND /SAND (SM /SP), 16 fine to. coarse grained, light brown, slightly moist _,.._.......;....,__..__i ___.__ ,..::__....._.._- ......__.... -. 18— ; , SILTY SAND (SM), ' fine grained, tan -brown ; . . .. SAND (SP), 22—.,-.-.:.* medium grained, light brown _;.:___ `.__..__.... _.__.._...__.._....... _.. : 24 . I i SAND (SP), 26 medium to coarse.grained, light.yellow, dense _....._.. ,..__..__.,._.._....... #_....., ...,._...._..... . 28 ; _.... Drill Method: Hollow Stem Auger Drill Rig: CME 55 Driller: JG Krazan and Associates Drill Date: 06/26/08 Hole Size: 6" Elevation: See Site Plan Qknnf• 1 of 9 Log of Drill Hole 13-18 Project: Proposed Jefferson Square Project No:, 112-V036. Client: Regency Centers. Figure No.: A -18 Location: La Quinta, CA Logged By: WP Depth to Water> initial: At Completion: SUBSURFACE. PROFILE SAMPLE U %• Water Content ( %) Description 0 L CL O C N ❑ m °� 3 0 cn D � H O m __._...104 20. 3440_..._.__.. SAND (SP), medium.grained,.grey- yellow, dense __.__..__.__._..__ ..._.___;_...__.,__t.._... .. _._.... ; 32 :: • ! 34 : ; SAND (SP), fine to medium grained ,.brown - yellow ._....___..i__..._.__ .... i......_._.Y 36" ; t -� SAND (SP), .' fine to medium grained, yellow-tan I 38. .. ' _......_ s _..... _ SAND. (SP), 40 fine grained, white -tan j _ ...... l .. End of Borehole ___._.... ;._____.:.`__......._..._._.__. _...___.. 42 Total Depth - 40 _...__..!.__. ._:_..........__ .........:....! No groundwater was encountered during drilling y _.......:._.._....._. s ........_._..... _...........,.... Hole backfilled with soil cuttings and tamped i ' 44 06/26/08 i I 46 - , _: 48 50 - - ........ - __ :_-- 52 -_.. _..- _.._:....._.. ._._:_......_.... _ _...... ........_......:... .......... 54 I i ' __._..._.:.. .... _... ..... ... ..._:.. ......... _ ! i i i ' 60. : Drill Method:. Hollow Stern Auger Drill Date: 06/26/08 Drill Rig: CME 55 Krazan and Associates Hole Size: 6" Drliler :. JG Elevation: See Site Plan Sheet. ?. of 9 t.. n fl Log of Drill Hole 8 -1.9 Project: Proposed Jefferson Square Project No: 112 -07036 Client: Regency Centers Figure No.: A -10 Location: La Quinta, .CA Logged By: WP Depth.to Water> initial: At Completion: SUBSURFACE PROFILE SAMPLE a Water Content ( %) Description 0 N N Nr o co o �° ~ m 10 20 30 40 Ground Surface SILTY SAND (SM), -- - _ _-- i.__.__.•- ^___._._ fine grained, light brown, slightly moist I 2 __.._.., i.....:._._, _.L..__..___.__,-- _..:_ ._............ SILTY SAND /SAND (SM/SP), fine to medium grained, light brown,, slightly moist - -- - -1 -- •• -• - -� -- - - -- -- -- - - - - -- - - -: 4 i i SIL.TYSAND (SM), fine-grained, brown, slightly moist 6 8 • i. 1.0 r SAND (SP), 12 fine grained, yellow -tan, slightly moist, dense SILTY SAND /SAND (SM/SP), s +: medium to coarse..grained, tan, dense ; I ' 14— f i ' . ...... ..... . i.... ....... .... ...__.._.:_;._._ .._.... - ...__..._. E SILTY SANDJSAND (SIVVSP), 16 fine to medium grained, light brown, slightly moist " ' "' '° "' " ' —' - __ ......... ....__._._,...__._....:..._ ....._.__.___ 18 i ; SILTY SAND %SAND (SMISP), I fine grained, brown -tan _..._..._ i...._..._..._-_._ ... ........ .._._...._!:...._...__. 20 j 22 7 .......1 ..............i.- ...,._._,. SAND (SP), ! I i medium grained, light brown, dense - - -.._ . - _.__...- .;._-- ..._;- ....._..._ _._......... 26 ` End of Borehole Total Depth = 25' _._. .....__.....__ -.._.. __...._.... _.__.._.._.... 28 No groundwater was encountered during drilling l Hole backfilied with soil cuttings and tamped 06/26108 Drill Method: Hollow Stern Auger Drill Rig: CME 55 Driller: JG Krazan and Associates Drill Date: 06/26/08 Hole Size: 6" Elevation: See Site Plan Rhaaf '1 of 1 RESULT&OF PERCOLATION -TESTS,.: I OrMeir-f 41 -14 -t 9-n7nqA I M%tp 1.11 dv -*I- !?nn.R 1.0 u .8 - 99 8 7 E 6 %-- 5 w m 4 cc 3 2 1 P-1 Jefferson S "`uare` pretr lturatod Project Address IJefferson Street and Fred Waring Drive ... ........ Test No: I P-6 ITotal Depth 13 feet ITest Size 6 inches De 'th 0. IS611"ClAk ftifth" SW IG61lofigIt s a .6 hit.., R66dlg I v 6d Thildbilk. - 4. Time agnp. -lo � , 7ji7-7--l.. Agoo .,OndtAnf . "... fti IncReading 66IM16h Rate tb Start 0 0.00 0.0 -2.- ITOU. 3 20.00 10.00 0.4 9.8 1.0';Oor .2, 5 '60.00 30.00 0.7 5.7 7 120.00 30.00 1.4 5.7 9 180.00 30.00 1.8 4.9 240..0.0. '60.00: 11 300.00 60.00 2.8 4.5 12' .()O�o 0 4 13 15 4.22 1.0 u .8 - 99 8 7 E 6 %-- 5 w m 4 cc 3 2 1 P-1 -- i I I 0.00 60.00 120.00 180.00 240.00 300.00 360.00 420.00 Time (minutes) i� -- i I I 0.00 60.00 120.00 180.00 240.00 300.00 360.00 420.00 Time (minutes) RESULTS OF PERCOLATION TESTS. Project # 112-07036 1 Date IJul y 3, 2008 Pro jdct Name, Jeffersoh,Squ6re IJefferson lRechaMes 124 ht Ote=saturdted Project Address Street and Fred Waring Drive Test No: IP-6 =Total Depth 113 feet ITest Size 19 -Inches D6 th Tb,-Wbtbt, '.11.0'feet 12 IS611 Chlih§ffidki6n 'ISM' 'jGa'lhDnojhou'fl§ 13.75 Gals 6 hit Reading Elbsped - Tiffid(hifi.) k4crOmental Time . - Wml Gallons to kaep afi t Head Indrdmental Perdolatlon Ra te pnthr) Start 0. 0.00 0.0 2. 10 ..00 %oo 'U', - ' . 1. - I . . . 12.3 3 20.00 10.00 0.6 13.5 5. 30M 10.00' '0.8 11.1 5 60.00 30.00 1.3 10.2 6. 90.00 .%30.00 ..1;8 7 120.00 30.00 2.0 8.2 8 :150:00 30:00 2.3 .7 .4 9 180.00 30.00 2.8 7.5 .1.0 .240.00, -..-.3.0' 6.1, 11 300.00 60.00 3.3 5.3 .12. 360.001. 1 60I00 3.8 -5.1 13 180.00 240.00 300.00 360.00 420.00 P-2 14 13 =C 12 10 9 7 5. 5. 6 15 .2 4 . ..... . ... 0 3 2 IL 0 - 0.00 60.00 120.00 180.00 240.00 300.00 360.00 420.00 Time (minutes) RESULTS"OF.PERCOLATION',TEST, �S- Project # 112-07036 Date F-July3,2008 Project: Name 4 R echaM""es 24,­he'orc4atirdtbd," Project Address Jefferson Street and Fred Waring Drive Test No: TP-6 ITotal Depth 13 feet ITest Size 6 inches D�ioth,T,6*,Wi(6r�.-71.,.'l,'.O.'fe'e"t.,�," �-,jjsdll -cis, --- - S fi-/;.6-hri�.' 15 14 13 U) 12 11 10 8 S 7 M 6 .2 4 0 2 3 P-3 -1 'a 'Incre Gallo to' , i E I sp's''d ifiikal Tiffi6l We i....,.ohst ant --- --- - "T.toblaiI60-te e a A Start 0 0.00 0.0 1.2; 3 20.00 10.00 0.6 14.7 f. -4, 5 60.00 30.00 1.3 10.6 6 X 7 120.00 30.00 2.1 8.6 :,150 :00 .0 ,,.30' 0' IN 9 180.00 30.00 3.1 8.4 I Ci.,� ' -240.0 . 0 3.-5, . 11 300.00 60.00 4.1 6.7 .12: 4 -:360.0 o'; -60 00 .65 13 fV, P& A 601atlonrR te,lh'lnd.h8S--OLrH6ur, 15 14 13 U) 12 11 10 8 S 7 M 6 .2 4 0 2 3 P-3 -1 .3. --- --- - IN X) . ..... . ... .7- 1., --- ---- I I 0.00 60.00 120.00 180.00 240.00 300.00 360.00 420.00 Time (minutes) J_A11 -04 =2008 13 34 ENUIRO- CHEII, TNC 9095905 05 P.02107 Enviro a Chem, Inc. 1214 E. Lexington Avenue, Pomona, CA 91766 Tel (909) 590 -6905 Fax (909) 590 -5907 ,1 LABORATORY REPORT CUSTOMER:. Krazan & Associates, Inc. 4221 Srickell St. Ontario, CA 91761 Tel(909)974 -4400 Fas(909)974- 40.22 PROJECT: La Quinta MATRIX:SOIL DATE RECEIVED:01 /021 08 SAMPLING DATE:12 /24/07 DATE ANALYZED.:01 /02 -03/08 REPORT TO:MR. SCOTT KELLOGG DATE ------------------------------------------ i REPORTED:01 /09/08 ---------------------------- SAMPLE T.D.: 112.07036 / 8- 1 @0 -3' LAB I..D.: 080102 -1. EPA PARAMETER 'SAMPLE RESULT UIdzT PQL DF KgTHOD ' RESISTIVITY 2460 OHMS -CM 100000* - CALTRANS S LPATE 26.8 MG KG 10 1 EPA 9038 ' CHLORIDE 117 MG /KG 10 1 EPA 9253 nH 7.52 AH /UNIT -- EPA 9045C ' COMMENTS DF = DILUTION FACTOR PQL.= PRACTICAL QUANTITATION LIMIT ' ACTUAL DETECTION LIMIT = DF X PQL MG/.KG = MILLIGRAM PER :KILOGRAM = PPM OHMS -CM = OHMS- CENTIMETER RESISTIVITY = 1 /CONDUCTIVITY ' = HIC IH LIMIT ' I DATA REVIEWED AND APPROVED BY: CAL -DHS ELAP CERTIFICATE Na_: 1555 � DRC INLET SUMMARY FOR JEFFERSON SQUARE LA OUINTA, CALIFORNIA INLET SUMMARY INLET NO. INLET TYPE Q10 (CFS) Q100 (CFS) CONDITION Cl COMBINATION INLET W= 2.95', SINGLE GRATE 1.3 2.0 FLOWBY C2 18 "X18" GRATE 0.8 1.2 SUMP C3 4' CURB OPENING 2.3 3.5 SUMP C4' COMBINATION irJ&�'f 1.0 1.5 SUMP C5 7' CURB OPENING 5.0 7.5 SUMP C6 4' CURB OPENING 2.5 4.0 SUMP C7A 18 "X18" GRATE 0.15 0.2 SUMP C76: 18 "X18" GRATE 0.15 0.2 SUMP C7C 6" ATRIUM GRATE 0.07 0.1 SUMP C8 18 "X18" GRATE 0.8 1.2 SUMP C9 24 "X24" GRATE 1.2 1.8 SUMP C10 COMBINATION INLET W= 2.95', SINGLE GRATE 2.3 3.2 SUMP C11 .7' CURB OPENING 1.2 1.8 FLOWBY C12 COMBINATIOIN INLET W= 2.95', SINGLE GRATE 1.2 1.8 FLOWBY C13 18 "X18" GRATE 0.8 1.2 SUMP NOTE: 1. ALL INLETS SIZED FOR 100 -YEAR STORM EVENT � M M M M M M M M M M M M M M M M M M M Coles by,,�q�roa �. ivl�T_. FLOW BY INLET TYPICAL CROSS SECTION TYPICAL PLAN VIEW SWEEPER INLET SWEEPER INLET FIOw� irection W (ft) Curb i a (n ' i) Q, s i Sw i — Lc =Curb Opening Sx = 2.0% SL =Road Grade ~— Lg = Grate Length Se = Eaw.•C—Slope t L, = Curb Open Length fm 100% Inre,xpl&m GRATE Curb Open Intercept S w Determine Drawing Grate Q & Bypass Q (Eq 4 -22, pp 4-48) Note, S'w = Sw - Sx Trial Error w /Bypass Qs Bike Rank (1 Grate Area 1 n = 0.016 a in = 2.0 Assum Qs = 0.01 L (ft) = 2.95 W (ft) = 2.00 1 (Best) 3.20 Wg (ft) = 2 S ( %) = 3.6 ?, 9.33° �0= .` >'f.QOµ,; Grate No. 1 V fpSM} 45 Tilt Bar Sx ( %) = 1.0 Curb Opening Info S1MJuh�t 9 3 1.60 6 30 Tilt Bar 7 p yj� E o (Upstream) _ 0.7 Lt'(R} 171 ,- i(R) Lc (ft) = 2.95 I ®,'0,.4�' -'' 1 s 11 ,2 14'' ; pis. _ 0119 Lg (ft) = 2.95 t3pAr {ifs} 000 - ' -` �aM" Okay Qs Q cfs = 2.0 Garb . 2 lj4 i iT' . `% b CAS `tfA4 : ist enter a to solve for S'w. Note a is used in Velocity calc in cell Z120 INL- &T c 1 jlnpurt for Grate No I Graph Drawing Open I No. type Name Name Bike Rank (1 Grate Area 1 P -1 -7/8 P -50 Not Safe 3.60 2 P- 1 -7/8 -4 P- 50x100 1 (Best) 3.20 3 P -1 -1/8 P -30 3 2.40 4 Curved Vane 6 1.40 5 45 Tilt Bar 4 and 5 1.60 6 30 Tilt Bar 7 1.36 _ 7_ _ Reticuline_ _ _ _ _ _ _ _2 3.20 I 1.96 cf�s o 'E'FFlci*lcl(_ = I8O 2 G fS O to Intercept Flow o• K . Inlet Bypass Flow Inlet Interception 1 GRATE INLET 20ty r GZ WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: 'Q — C B (2g) (1/2) H A (3/2) ■ C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 4.00 FT Effective Perimeter H= 0.40 FT `Calculated Depth (Head) at Weir Q = 3.03 CFS Discharge Select Grate Size: Grate Length 1 50. FT Grate Width 1:50 FT rDesign Q: 1-2Q FS Check Capacity: O.K. -- Green Cells are User Input. r NOTE: r 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50 %) of the total perimeter to account for clogging. r r HYDRAULIC ELEMENTS I COMPUTER PROGRAM (HELE1) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1510 Analysis prepared by: Development Resource Consulants 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 714- 685 -6860 + + + + + + + ++ + + + + + + + + + + + + + + +++ DESCRIPTION OF STUDY * * *a + + + + + + + + + + + + + + + + + + + + ++ • C07 -304 JFEEERSON SQUARE • CATCH BASIN SIZING • 100 -YEAR STORM EVENT +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: CB.DAT TIME /DATE OF STUDY: 11:12 05/26/08 >>>>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) = 3.50 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.50 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ ----------------------------------------------------- ----------------------------------------------------- 3.21 Oak' 0 G. G �. +++++«+«++++++«««+++++++««*++++««+++««+++++++ + + « « + + + + « + + + + + « « + + « « + + « « « + + + + «« HYDRAULIC ELEMENTS I COMPUTER PROGRAM (HELE1) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1510 Analysis prepared by: Development Resource Consulants 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 714- 685 -6860 + + + + « + « + + + + + + « « « « + + + + + + « ++ DESCRIPTION OF STUDY + + « « + + + + « « + + « « + + + + « + + + + « «+ * C07 -304 JFEEERSON SQUARE * CATCH BASIN SIZING * 100 -YEAR STORM EVENT FILE NAME: CB.DAT TIME /DATE OF STUDY: 11:12 05/26/08 >>>>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. 7N c�4 BASIN INFLOW(CFS) = 1.50 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) - = 0.50 » »CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 1.37 /I -rt7 Lot v j ��n►Angoa �N7. 1 HYDRAULIC ELEMENTS I COMPUTER PROGRAM (HELE1) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1510 Analysis prepared by: Development Resource Consulants 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 714 -685 -6860 + + +w + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY. + + + + + + + + + + + + + + + + + + + + + + + +r+ • C07 -304 JFEEERSON SQUARE • CATCH BASIN SIZING • 100 -YEAR STORM EVENT FILE NAME: CB.DAT TIME /DATE OF STUDY: 11:12 05/26/08 >>>>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) = 7.50 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.50 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.87 0, K• 7a USA - -------------------------------------------------------------------- --- C" . -1,UG�7 c 6 HYDRAULIC ELEMENTS I COMPUTER PROGRAM (HELE1) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1510 Analysis prepared by: Development Resource Consulants 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 714- 685 -6860 + + + + + + + + + +a + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + * ++ • C07 -304 JFEEERSON SQUARE • CATCH BASIN SIZING • 100 -YEAR STORM EVENT +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: CB.DAT TIME /DATE OF STUDY: 11 :12 05/26/08 >>>>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) = 4.00 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.50 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.66 0 1'� �J LI� 1) C(Are o G -Aj �R GRATE INLET WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q = C *B *(2g) "(1/2) *H "(3/2) C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 4.00 FT Effective Perimeter H = F, 0.10 FT,... Depth (Head) at Weir Q = 11. .0.38. CFS Calculated Discharge Select Grate Size: Grate Length 1.50 FT Grate Width 1:50 FT Design Q: 0:20 CFS' Check Capacity: O.K. -- Green Cells are User Input. NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) - Effective Perimeter is half (50 %) of the total perimeter to account for clogging. GRATE INLET - WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q = C*B*(2g)A(1 /2)*H A (3/2) C = 0.373 Discharge Coeff. Of Weir 9 = 32.2 FT/FT/S Acceleration B = 4.00 FT Effective Perimeter H Depth (Head) at Weir i Q= -, 638- CFS I I Calculated Discharge e Select Grate Size: Grate Length T:50 FT Grate Width :11 1.50 T.. IDesign Q: . 0,.20 , CFS;:;:j ICheck Capacity: I O.K. -- Green Cells are User Input. 5W --re I tZ T C 7f NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50%) of the total perimeter to account for clogging. ' GRATE INLET WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q - C B (2g) (1/2) H A (3/2) C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 1.33 FT Effective Perimeter H = 0:20 TT 5 Depth (Head) at Weir Q = 0.36 CFS Calculated Discharge Zouurr qC Select Grate Size: Grate Length 0.50 FT. Grate Width 0.50 FT: Design Q: 0.1'0 CFS Check Capacity: I O.K. Green Cells are User Input. NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50 %) of the total perimeter to account for clogging. GRATE INLET WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q = C *B *(2g) "(1/2) *H ^(3/2) C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 4.00 FT Effective Perimeter H = 0.30 FT' Depth (Head) at Weir Q= :1:97: CFS `. Calculated Discharge Select Grate Size: Grate Length 1:50 FT Grate Width 1:5.0 FT Design Q: 1:20 CFS Check Capacity: I O.K. -- Green Cells are User Input. NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50 %) of the total perimeter to account for clogging. ,I,p(x- C 9 GRATE INLET WEIR CALCULATION PROJECT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q = C *B *(2g) "(1/2) *H ^(3/2) C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 5.33 FT Effective Perimeter H = V. 0.30 FT. Depth (Head) at Weir Q = 2,62 CFS Calculated Discharge Select Grate Size: Grate Length 2 00: FT Grate Width 2.00 FT Design Q: 1:80 .CFS.. Check Capacity: I O.K. -- Green Cells are User Input. NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50 %) of the total perimeter to account for clogging. t G10 ++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * +++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS I COMPUTER PROGRAM (HELE1) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1510 Analysis prepared by: Development Resource Consulants 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 714- 685 -6860 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ • C07 -304 JFEEERSON SQUARE • CATCH BASIN SIZING • 100 -YEAR STORM EVENT FILE NAME: CB.DAT TIME /DATE OF STUDY: 11:12 05/26/08 >>>>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) = 3.20 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.50 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.93 � 1 1. Q���, -ry 2 -1S W CDm IS-WA7O) 7*XzT r J. 0L Z • I.s' I- z' 6iA k W7 -r,(., PA6V M ApnTPVAL CAPAG71Y. W (ft) • 151 I FLOW BY CURB OPENING OR SLOTTED S Ts (ft) Sx SL = Road Grade Se = Equiv Cross Slope LT = Curb Open Length for 100% Interception S'w Determine Note, S'w = Sw - Sx a (in) = 2.0 slotted Inlets, Let S'w = 0 or a = 0" (Min slot width = 1.75 ") (Eq 4 -2, pp 4 -9) Q (cfs) = 1.8 D.K. To USJ CURB D 6 CA-rQA 8As-J4 CbM9VA1709 7NtZ7 FLOW BY INLET TYPICAL CROSS SECTION TYPICAL PLAN VIEW SWEEPER INLET SWEEPER INLET W (ft) Curb F �i ction a (in) QK 1�7 Os Lc =Curb Opening Sx=2.0% SL =Road Grade Lg = Grate Length Se = Eqw C- ftpe LT = curb opm'4th rm iw% int—pim GRATE (Eq 4-22, pp 4-48) Graph Note, S%w = Sw - Sx Trial Error w/Bypass Qs n = 0.016 No. type a in 2.0 Assum Qs 0 . 01 W (ft) = 2.00 S I(%) = 4.9 Sx (%) = 2.0 Grate Area Ept –0 �X V 1 -awl Curb Opening Info Ec, (Upstream) = 0.7 Lc (ft) = 2.95 2 f, '�i' T 0.00 Lg (ft) = 2.95 3.20 # "'41.00 1Okay Qs P-30 3 2.40 4 Ist enter a to solve for S`w. Note a is used in Velocity calc in cell Z120 irate Q & Bypass Q L (ft) = 2.95 Wg (ft) = 2 Grate No. 1 7'Aj('zT C-) 2 ji7pUrtlo;Ur-aie— No I Graph Drawing Open I No. type Name Name Bike Rank (1 Grate Area i P-1-7/8 P-50 Not Safe 3.60 2 P-1-7/8-4 P-50x100 I (Best) 3.20 3 P-1-1/8 P-30 3 2.40 4 Curved Vane 6 1.40 5 45 Tilt Bar 4 and 5 1'60 1 6 30 Tilt Bar 7 1' 36 1 L - 2_ - ftliculine — — — — — — — — 2 3.20 to Intercept Flow Inlet Bypass Flow Inlet Interception 1�-+? c4l S 9.9' GRATE INLET WEIR CALCULATION PROD CT: JEFFERSON SQUARE INLET LOCATION: SEE PLAN Using Weir Equation: Q = C *B *(2g) "(1/2) *H "(3/2) C = 0.373 Discharge Coeff. Of Weir g = 32.2 FT /FT /S Acceleration B = 4.00 FT Effective Perimeter H= 0:30 FT:. Depth (Head) at Weir Q = 1.97 CFS lCalculated Discharge Select Grate Size: Grate Length `..1.50 _FT Grate Width .;1`:50 FT Design Q: T :20' 'CFS Check Capacity: I O.K. -- Green Cells are User Input. NOTE: 1) Use the Weir Equation when the head over grate is 0.4 ft or less. 2) Effective Perimeter is half (50 %) of the total perimeter to account for clogging. I 02 =11 1 - -7?ygs s r a .d,H 7-.4 (5t vi). "$a LszYk �vosi�2���� I-J(gg* lst71 Iq '7' '' , 'I on 'do h (in) - - - -- a L = Length of Curb Opening or Slotted Drain W = Curb width or Slot Width for Slotted Drains H D AK Mc. Gq LCAAL A 1100 'r6X &Xz51 ;o4 S, -1 / pARWAV DRAB, oN ��n wRRZNb dRzrr� Sag Condition Curb or Slotted Opening Sx Ts (ft) CURB OPENNING ONLY Input Output L (ft) = 14 (Eq 4 -28 to 4 -31, pp 4 -62) Ts (ft) = 20.0* W(ft)= 2.0lw..� =0.42ft Sx( %)= 1.9 =0.75ft Sw ( %) = 18.6 Since h is > than d h (in) = 10.0 Weir Governs rfsu 8 -33 c Sw Determine "tptfxlMl�iC.ioVi a (in) = 4.0 U -6vA'1 W A � T HUA P034 Yb 1S ? c, e L 7- = 0.16 -t' S x = 0.019 0.01 9 �` r HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL DRAWINGS LA QUINTA, CA r r 1 r � - r X. PIPE HYDRAULIC CALCULATIONS& EMERGENCY OVERFLOW ROUTE DIAGRAM r STREET CAPACTITY CALCUATIONS r - 1 1 r_ r - r DRC 1. m �LTm %,him Tl C07 -304 JEFFERSON SQUARE 0 T2 100 - YEAR, LINE 'A' T3 7304LINEA.WSW BY Y.H., DATE: 04/23/08 SO 1004.720 29.950 1 33.440 R 1012.680 30.070 1 .012 .000 90.000 1 JX 1022.040 30.140 1 2 .012 7.500 38.510 90.0 .000 R 1204.250 31.150 1 .012 .000 45.000 0 R 1211.210 31.180 1 012 .000 45.000 0 JX 1216.180 31.540 1 6 .012 .4.000 39.330 -90.0 .000 R 1302.450 31.630 1 .012 .000 90.000 1 JX 1322.400 31.910 3 6 .012 1.200 32.290 -45.0 .000 JX 1370.280 32.410 3 6 .012 2.000 32.790 -45.0 .000 JX 1392.720 32.620 3 5 .012 1.650 38.510 -45.0 .000 JX 1538.400 34.430 3 2 .012 5.000 35..550 -45.0 .000 JX 1561.610 34.720 3 3 .012 8.310 35.200 -45.0- .000 JX 1576.850 34.910 3 6 .012 4.500 38.320 -45.0 .000 R 1582.470 34.990 3 .012 .000 .000 0 SH 1582.470 34.990 3 34.990 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 1.000 .000 .00 CD 6 4 1 .000 1.250 .000 .000 .000 .00 Q 001 .0 N cn - Ws �6'' Q s1�Rn c, gl�s 6A" I• p�ss�M� V-6 Wogs -r CA% scauAK74 , :WS - A7 q6' coin s-r�2AGa �3AssiJ �ttaTl ( � . z. M ANN��►� � n. = v, Oli- l3AS�0 � P'� MA'f'�RjAL � ILtANu�Tur�R i Ra�r��DA�z�J FILE: 7304LINEA.WSW W S P G W - EDIT LISTING - Version 12.99 Date: 5 -28 -2008 Time:10:29:43 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 1.500 CD 3 4 1 2.000 CD 5 4 1 2.500 CD 6 4 1 1.250 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - 007 -304 JEFFERSON SQUARE HEADING LINE NO 2 IS - 100 - YEAR, LINE 'A' HEADING LINE NO 3 IS - 7304LINEA.WSW BY Y.H., DATE: 04/23/08 W S P G W. PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.720 29.950 1 33.440 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1012.680 30.070 1 .012 .000 .000 90.000 1 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 1022.040 30.140 1 2 0 .012 7.500 .000 38.510 .000 90.000 .000 RADIUS ANGLE .000 .000 . ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1204.250 31.150 1 .012 .000 .000 45.000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1211.210 31.180 1 .012 .000 .000 45.000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1216.180 31.540 1 6 0 .012 4.000 .000 39.330 .000 - 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N. RADIUS ANGLE ANG PT MAN H 1302.450 31.630 1 .012 .000 .000 90.000 1 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1322.400 31.910 3 6 0 .012 1.200 .000 32.290 .000 - 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1370.280 32.410 3 6 0 .012 2.000 .000 32.790 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1392.720 32.620 3 5 0 .012 1.650 .000 38.510 .000 - 45.000 000 �- RADIUS ANGLE .000 .000 ELEMENT NO '11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1538.400 34.430 3 2 0 .012 5.000 .000 35.550 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1561.610 '34.720 3 3 0 .012 8.310 .000 35.200 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1576.850 34.910 3 6 0 .012 4.500 .000 38.320 .000 - 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1582.470 34.990 3 .012 .000 .000 `.000 0 ELEMENT NO 15 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1582.470 34.990 3 34.990 Mno" FILE: 7304LINEA.WSW W S P G W- CIVILDESIGN Version 12.99 PAGE 1 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 5 -28 -2008 Time:10:29:45 C07 -304 JEFFERSON SQUARE 100 - YEAR, LINE 'A' 7304LINEA.WSW BY Y.H., DATE: 04/23/08 + a+ aa++ a+ aaa+ aaaaw++ aaaaaaa+ a++ aa++ aa++++++ a++ aaaaaa++ aa++ a++ a+++++ aaaa+ aa+++ a+ a+ aaaa+ aaaaa + + + + + + + + + + + + + + +• + +aaa + + + + +aa + ++ as + + + +aa Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch I I I I I I I i I I i I 1004.720 29.950 3.490 33.440 34.16 6.96 75 34.19 00 1.99 .00 2.500 .000 .00 1 .0 7.960 .0151 .0059 .05 3.49 .00 _i_ 1.43 _I_ .012 _I_ .00 .00 I_ PIPE 1012.680 I 30.070 I 3.678 I I 33.748 I 34.16 6.96 I .75 I 34.50 .00 I 1.99 I .00 I I 2.500 I .000 .00 I 1 .0 JUNCT STR .0075 .0048 .04 3.68 .00 .012 .00 .00 I_ PIPE 1022.040 I 30.140 I I 4.240 I 34.380 I 26.66 5.43 I .46 I 34.84 .00. I I 1.76 .00 I I 2.500- I .000 .00 I 1 .0 182.210 .0055 .0036 .66 4.24 .00 1.70 .012 .00 .00 I_ PIPE 1204.250 I 31.150 I I 3.954 I 35.104 I 26.66 5.43 I .46 I 35.56 .00 I I 1.76 .00 I I 2.500 I .000 .00 I 1 .0 6.960 .0043 .0036 .03 3.95 .00 1.88 .012 .00 .00 I_ PIPE 1211.210 I I 31.180 i 4.017 I 35.197 I 26.66 5.43 I .46 I 35.66 .00 I I 1.76 .00 I I 2.500 I .000 .00 I 1 .0 JUNCT STR .0724 .0031, .02 4.02 .00 .012 .00 .00 I_ PIPE 1216.180 I I 31.540 I 3.927 I 35.467 I 22.66 4.62 I .33 I 35.80 .00 I I 1.62 .00 I I 2.500 I .000 .00 I 1 .0 86.270 .0010 .0026 .22 3.93 .00 2.50 .012 .00 .00 I_ PIPE I 1302.450 I 31.630 I 4.176 I 35.806 I 22.66 4.62 I .33 I 36.14 .00 I I 1.62 .00 I I 2.500 I .000 .00 I 1 .0 JUNCT STR .0140 .0051 .10 4.18 .00 .012 .00 .00 I_ PIPE I 1322.400 I 31.910 I 3.668 I 35.578 I 21.46 6.83 I .72 i 36.30 .00 I I 1.66 I .00 I 2.000 I .000 .00 I 1 .0 JUNCT STR 0104 .0070 .33 3.67 .00 .012 .00 .00 I_ PIPE I 1370.280 I 32.410 I 3.738 I 36.148 I 19.46 6.19 I .60 I 36.74 .00 I I 1.59 I .00 I 2.000 I .000 .00 I 1 .0 JUNCT STR .0094 .0058 .13 3.74 .00 .012 .00 .00 I_ PIPE FILE: 7304LINEA.WSW W S P G W- CIVILDESIGN Version 12.99 PAGE 2 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 5 -28 -2008 Time:10:29:45 C07 -304 JEFFERSON SQUARE 100 - YEAR, LINE 'A' 7304LINEA.WSW BY Y.H., DATE: 04/23/08 aaaa++ a + + + + +a +a + +aaaaa +aa + + + + + + +aa +aa+ aaa+++++++++++++++ aa+ aaaaaaaa+ aa+++ a++++++ a+ a+ a+++++ a + + + + + +aa +aaaaaaaaaaaaaaaaaaaaaa a + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth .1 Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp.1 "N" I X -Fall ZR IType Ch aaaaaa+++ I+++++++++ I+ + +aa + + +laaa + + + + +al + + + + + + + +al + ++ aaa+ laaaaa++ I+++++ a+ a+ laaaa+++ I++++ + + +al + + + +a +a +la + + + + ++I + + +aaaala +aaa laaaaaaa 1392.720 32.620 3.851 36.471 17.81 5.67 .50 36.97 .00 1.52 .00 2.000 .000 .00 1 1 .0' JUNCT STR .0124 .0040 .58 3.85 .00 .012 .00 .00 PIPE 1538.400 34.430 3.008 37.438 12.81 4.08 .26 37.70 .00 1.29 00 2.000 .000 .00 1 .0 JUNCT STR .0125 .0015 .04 3.01 .00 .012 .00 .00 PIPE 1561.610 34.720 3.053 37.773 4.50 1.43 .03 37.80 .00 .75 .00 2.000 .000 .00 1 .0 JUNCT STR .0125 .0002 .00 3.05 .00 .012 .00 .00 PIPE 1576.850 34.910 2.929 37.839 .00 .00 .00 37.84 .00 .01 .00 2.000 .000 .00 1 .0 5.620 .0142 .0000 .00 2.93 .00 .01 .012 .00 .00 PIPE 1582.470 34.990 2.849 37.839 .00 .00 .00 37.84 .00 .01 .00 2.000 .000 .00 1 .0 00 okusU 4s �b 3 -f •85f _ -3 .'• O.K. 2-, �s �s <,of�-rAIfJ -ltj r Hz Pjft srs-r-&A ft i4w -�ZWHh :9LWAa CIS --" ?IP6 5f M , ; . M0& Cam WvAltvZ- Z- M.ANNPJG � ru = 0.61-11 9AV 0 01 Q#Z MR7lb,", ¢ wl A �ACTGtaZ� s iQ�Gor�n�z�J�A'«cr�1, (s�-6 Aff AaA PO) T1 C07 -304 JEFFERSON SQUARE 0 T2 100 -YEAR LINE ' B' T3 7304LINEB.WSW BY Y.H.; DATED; 04/23/08 SO 1011.470 40.000 1 43.500 R 1047.080 40.370 1 .012 .000 90.000 1. " JX 1055.290 40.470 1 2 .012 8.230 43.000 90.0 .000 JX 1074.250 40.670 1 6 .012 .500 41.000 -45.0 .000 R 1085.860 40.740 1 .012 .000 - 45.000 0 JX 1103.330 40.840 1 6 .012 .500 41.500 -45.0 .000 JX 1128.700 40.990 1 6 .012 1.250 44.000 -45.0 .000 JX 1177.060 41.280 1 8 .012 3.200 41.900 -45.0 .000 JX 1299.630 42.120 2 8 .012 3.750 42.330 .0 .000 JX 1330.130 42.270 2 6 .012 1.250 43.000 -45.0 .000 JX 1425.780 42.750 2 6 .012 1.000 44.000 -45.0 .000 R 1454.450 42.880 2 .012 .000 .000 0 SH 1454.450 42.880 2 42'.880 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .00 0 .00 CD 6 4 1 .000 .500 .000 .000 .000 .00 CD 8 4 1 .000 1.250 .000 .000 .000 .00 Q 1.800 .0 Assu9-e- woRxr c 5cv�Ro , ws ✓ S AT Oa✓v-6600 6ASM w P sv, 3hT4 6 �lol G Ws = �3 X47Ba�RauN� U/E� PAS WN = 4p CIS --" ?IP6 5f M , ; . M0& Cam WvAltvZ- Z- M.ANNPJG � ru = 0.61-11 9AV 0 01 Q#Z MR7lb,", ¢ wl A �ACTGtaZ� s iQ�Gor�n�z�J�A'«cr�1, (s�-6 Aff AaA PO) TNT FILE: 73041ineb.WSW W S P G W - EDIT LISTING - Version 12.99 Date: 5 -28 -2008 Time:12:47: 1 �^ WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD .SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 CD 4 4 1 2.500 CD 6 4 1 .500 CD 8 4 1 1.250 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - 007 -304 JEFFERSON SQUARE HEADING LINE NO 2 IS "- 100 -YEAR LINE 'B' HEADING LINE NO 3 IS 7304LINEB.WSW BY Y.H., DATED; 04/23/08 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT.CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1011.470 40.000 1 43.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1047.080 40.370 1 .012 .000 .000 90.000 1 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 1055.290 40.470 1 2 0 .012 8.230 .000 43.000 .000 90.000 .000 RADIUS ANGLE 000 .000 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1074.250 40.670 1 6 0 .012 .500 .000 41.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1085.860 40.740 1 .012 .000 .000 - 45.000 0 ELEMENT NO 6 IS A JUNCTION I * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 ,PHI 4 1103.330 40.840 1 6 0 .012 .500 .000 41.500 .000 - 45.000 .000 RADIUS ANGLE .000 .000 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 1128.700 40.990 1 6 0 .012 1.250 .000 44.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1177.060 41.280 1 8 0 .012 3.200 .000 41.900 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1299.630 42.120 2 8 0 .012 3.750. .000 42.330 .000 .000 .000 RADIUS ANGLE e .000 .000 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1330.130 42.270 2 6 0 .012 1.250 .000 43.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 11 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1425.780 42.750 2 6 0 .012 1.000 .000 44.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1454.450 42.880. 2 .012 .000 .000 .000 0 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1454.450 42.880 2 42.880 M M M M M M M M M M M M .. M M M M M T �-- FILE: 73041ineb.WSW W S P G W - CIVILDESIGN Version 12.99 ,PAGE .1 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 5 -28 -2008 Time:12:47: 3 C07 -304 JEFFERSON SQUARE 100 -YEAR LINE 'B' - +a ++a + +a # +# aaa +aa +aa +a ++ aaa + 7304LINEB.WSW BY Y.H., +a +aaaaa # + + ++ aaa#+ aa## a#+ aa+# aaaaaa+ DATED; 04/23/08 + +,ia #a # # ## Invert Depth Water Q aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Vel Vel I Energy I Super +aaaaaaaaaaaaaaaa +aaa #aaa ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width" IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N° I X -Fall ZR IType Ch a # + # # + +a #laaa ++ aaa+ I++ a+ a+++ I+ a+ aa+#+ alaa## a#+ a# laa# aaaalaaaaa+ ala++ aa++++ I+ aa+ aaala+ aaaaaalaaa +aaaalaaaaaaalaaaaaaalaaa +a I # #a # +aa" ' 1011.470 40.000 3.500 43.500 21.48 6.84 .73 44.23 .00 1.66 .00 2.000 .000 .00 1 .0 35.610 .0104 .0077 .27 3.50 .00 1.43 .012 .00 .00 PIPE 1047.080 40.370 3.655 44.025 21.48 6.84 .73 44.75 .00 1.66 .00 2.000 .000 .00 1 .0 JUNCT STR .0122 .0053 .04 3.66 .00 .012 .00 .00 PIPE 1055.290 40.470 4.498 44.968 13.25 4.22 .28 45.24 .00 1.31 .00 2.000 .000 .00 1 .0 JUNCT STR .0105 .0028 .05 4.50 .00 .012 .00 .00 PIPE 1074.250 40.670 4.384 45.054 12.75 4.06 .26 45.31 .00 1.28 .00 2.000 .000 .00 1 .0 11.610 .0060 .0027 .03 4.38 .00 1.20 .012 .00 .00 PIPE 1085.860 40.740 4.383 45.123 12.75 4.06 .26 45.38 .00 1.28. .00 2.000 .000 .00 1 .0 JUNCT STR .0057 .0026 .05 4.38 .00 .012 .00 .00 PIPE 1103.330 40.840 4.359 45.199 12.25 3.90 .24 45.44 .00 1.26 .00 2.000 .000 .00 1 .0 JUNCT STR .0059 .0023 .06 4.36 .00 .012 .00 .00 PIPE 1128.700 40.990 4.358 45.348 11.00 3.50 .19 45.54 .00 1.19 .00 2.000 .000 .00 1 .0 JUNCT STR .0060 .0015 .07 4.36 .00 .012 .00 .00 PIPE 1177.060 41.280 4.272 45.552 7.80 2.48 .10 45.65 .00 .99 .00 2.000 .000 .00 1 .0 JUNCT STR .0069 .0011 .14 4.27 .00 .012 .00 .00 PIPE 1299.630 42.120 3.554 45.674 4.05 2.29 .08 45.76 .00 .77 .00 1.500 .000 .00 1 .0 JUNCT STR .0049 .0009 .03 3.55 .00 .012 .00 .00 PIPE ��nICl�sz.oVJ i. Low s-r 91-M FF = 41-30�� �q•30f - q , OX . t I- 2 , 1n/s 1 s can►7A�� yJ � N� InP� ; �'� �yN1s 1-!� s�. - FILE: 73041ineb.WSW W S P G W- CIVILDESIGN Version 12.99 PAGE 2 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 5 -28 -2008 Time:12:47: 3 + - C07 -304 JEFFERSON SQUARE 6 100 -YEAR LINE 'B' 7304LINEB.WSW BY Y.H., DATED; 04/23/08 ♦ a+ rat**+, t+ aa+, t* rrr�a+** r** �++**+ rwawt++*++* a+++* a*+* rrr* t* r******** �+++*+ �r+*++*+*+++ r+*+ r+ ++++++++�rrr + + * * *r * *++ * * *,rrraa a #r + + + +• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem +..•+•«• wl+• ICh Slope .1 ar*, t*.. I...+.*.. 1 I++•*.+++. 1 1 SF Avel HF SSE DpthIFroude NINorm Dp I•+ w++•+ wwl++ r++, r+ 1, ra+. rrrlr+• r.••.. I•••.*. rlrr• rr• r« Irrr •rrrrlrrrrr.,rl I "N" I X -Fall ZR IType Ch +ar.rr.l + + +.+ I +• +www. 1330.130 42.270 3.475 45.745 2.80 1.58 .04 45.78 .00 .64 .00 1.500 .000 .00 1 .0 JUNCT STR .0050 .0004 .04 3.48 .00 .012 .00 .00 PIPE 1425.780 42.750 3.019 45.769 1.80 1.02 .02 45.78 .00 .50 .00 1.500 .000 .00 1 .0 28.670 .0045 .0003 .01 3.02 .00 .49 .012 .00 .00 PIPE 1454.450 427880 2.896 45.776 1.80 1.02 .02 45.79 .00 .50 .00 1.500 .000 .00 1 .0 ��nICl�sz.oVJ i. Low s-r 91-M FF = 41-30�� �q•30f - q , OX . t I- 2 , 1n/s 1 s can►7A�� yJ � N� InP� ; �'� �yN1s 1-!� s�. - ' Worksheet Worksheet for Circular Channel Q100 =2zC�5 Ste= o•oµs jU NttING "s A, = o. U 12- ( S-17 AVAdtbo) Ili 2 I �•3S %2- It HOPE N T 5. ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants , FlowMaster v7.0 [7.0005) 05/28/08 01:15:40 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Project Description Worksheet Circular Channel - 1 ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.012 Channel Slope 0.045000 ft/ft Diameter 12.0 in Discharge 2.20 cfs ' Results Depth 0.35 ft ✓ ' Flow Area Wetted Perimeter 0.2 ft2 1.27 ft Top Width 0.00 ft Critical Depth 0.63 ft Percent Full 35.4 % ' Critical Slope 0.006102 ft/ft Velocity 8.84 ft/s Velocity Head 1.21 ft ' Specific Energy 1.57 ft Froude Number 3.06 Maximum Discharge 8.81 cfs Discharge Full 8.19 cfs t Slope Full 0.003249 ft/ft Flow Type Supercritical 1 1 Q100 =2zC�5 Ste= o•oµs jU NttING "s A, = o. U 12- ( S-17 AVAdtbo) Ili 2 I �•3S %2- It HOPE N T 5. ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants , FlowMaster v7.0 [7.0005) 05/28/08 01:15:40 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 ' Worksheet Worksheet for Circular Channel H L 7 Z- p Q-16D = 1, 7, cis 9,01- � 0.0183 M�N�FtJG`s fL W A771R~; �1 Ig i ar l r� Doi ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] ' 05/28/08 01:16:30 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Project Description 1 P Worksheet Circular Channel - 1 ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Channel Slope 0.018300 ft/ft ' Diameter 18.0 in Discharge 1.20 cfs Results Depth 0.28 ft ✓ Flow Area 0.2 ftz ' Wetted Perimeter 1.35, ft - "Top Width 0.00 ft Critical Depth 0.41 ft Percent Full 18.9 % ' Critical Slope 0.004187 ft/ft Velocity 5.18 ft/s Velocity Head 0.42 ft ' Specific Energy 0.70 ft Froude Number 2.05 Maximum Discharge 16.56 cfs Discharge Full 15.39 cfs ' Slope Full 0.000111 ft/ft Flow Type Supercritical t t , t 1 1 ' 1 . H L 7 Z- p Q-16D = 1, 7, cis 9,01- � 0.0183 M�N�FtJG`s fL W A771R~; �1 Ig i ar l r� Doi ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] ' 05/28/08 01:16:30 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 ' Worksheets Worksheet for Circular Channel ' Results Project Description 0.24 ft ✓ Worksheet Circular Channel - 1 ' Flow Element Circular Channel ,Method Manning's Formula Solve For Channel Depth tInput Critical Slope 0.004466 ft/ft Data Velocity 7.09 ft/s ' Velocity Head Specific Energy Mannings Coefficient 0.012 Froude Number Channel Slope 0.042000 ft/ft ' Diameter 15.0 in Discharge Full Discharge 1.20 cfs Slope Full 0.000294 ft/ft ' Results Depth 0.24 ft ✓ Flow Area Wetted Perimeter 0.2 ftz 1.15 ft Top Width 0.00 ft Critical Depth 0.43 ft Percent Full 19.6 % ' Critical Slope 0.004466 ft/ft Velocity 7.09 ft/s ' Velocity Head Specific Energy 0.78 ft 1.03 ft Froude Number 3.03 Maximum Discharge 15.43 cfs Discharge Full 14.34 cfs ' Slope Full 0.000294 ft/ft Flow Type Supercritical atoo = 1.2 cFS SLbPl-= o•o- A4ANW6'r IL = 0, 01Z (5 �iT(AcFl�n� Ot"I N,T ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] ' 05128/08 01:16:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 l atoo = 1.2 cFS SLbPl-= o•o- A4ANW6'r IL = 0, 01Z (5 �iT(AcFl�n� Ot"I N,T ' Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] ' 05128/08 01:16:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 r..r` 1 1 Source: Tests at Utah State University Pipe Dia. ' ' R Reinforced I C Corrugated (in) (mm) i i C Concretel S Steell,2 ._. . .�__.__._._._�... � 0 4 " =10" T N/A 024._._. 12 " -15" 300 -380 y .012 ( .012 . .024 ( . % . 18 " -36" 450 -900 i .012 i . .012 % .024 42"-60" 1060.-1 ' " . 01.3 .024 r 1 Source: "Hydraulic Design of Highway Culverts" Federal Highway Administration, HDS No. 5 2 2 213 x 112 corrugation pattern r Minimum Cover: H -25 loads: 12" "(300mm) E -80 loads: 24" (600mm) Maximum Cover: Typically 50 -60 (15 -18m) feet but will rvary depending on application and engineering design. Notes: 1. Cover heights are measured from the top of the pipe. r 2. Calculations based on load factor design per, AASHTO procedures. 3. Assume soil density of 120 lbs. /cu. ft. 4. Backfill compacted to minimum 90% density per AASHTO T -99. 5. If a hydro- hammer is used for compaction, at least 48" (1.2m) of r cover must be provided. 60" pipe requires 2'cover for H-25 loads. Pipe Diameter i Minimum Pipe Stiffness (psi) (in ") (mm) 4 " -12" 100 -300 50 15" 380 42 18" 450 I 40 I 24" 600 34 30" 760 t 28 36" 900 22 42" 1060 i 19 48" 1200 17 60" 1500 i 14 Weight Compwison Pounds per Foot Pipe Dia. M N -12 ; Concrete 1 j Corrugated Steel 2 ) (mm) in" mI _ J�___.__ .._ ...__.�..._... _ i 4" _ 100 .45 I N/A 1 N/A 6" 150 85 N/A ; 6 8" 200 1.5 I N/A f 7 10" 250 12.0 50 9 12" 300 3.2 79 ! 11 15" 380 4.6 103 ( 13 i 18" 450 6.4 131 ; 16. 24" 600 i 11.5 ( 264 ( 19 30" 760 1 15.4 ( 384 ( 24 36" 900 1 18.1 524 I 29 42" 1060 ` 25.3 1 686 34 48" 1200 31.3 1 867 38 60" 1500 ; 46.3 1295 60 } class ti pipe 2 16 gauge steel AASHTO M 252, Standard Specification for Corrugated. Polyethylene Pipe, 75mm to 250mm Diameter (3" -10 ") AASHTO M 294, Standard Specification for Corrugated Polyethylene Pipe, 300mm to 1200mm Diameter (12 " -60 ") AASHTO Section 30, Construction Standard, Thermoplastic Pipe ASTM D 2321, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications ASTM D 3212, Standard Specification for Joints for Drain and Sewer Plastic Pipe Using Flexible Elastomeric Joints ASTM F 1417, Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low - pressure Air ASTM F 477, Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F 667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Fittings CAN /CSA B182.8, Storm Sewer and Drainage Pipe and Fittings Polyethylene Weight Compwison Pounds per Foot Pipe Dia. M N -12 ; Concrete 1 j Corrugated Steel 2 ) (mm) in" mI _ J�___.__ .._ ...__.�..._... _ i 4" _ 100 .45 I N/A 1 N/A 6" 150 85 N/A ; 6 8" 200 1.5 I N/A f 7 10" 250 12.0 50 9 12" 300 3.2 79 ! 11 15" 380 4.6 103 ( 13 i 18" 450 6.4 131 ; 16. 24" 600 i 11.5 ( 264 ( 19 30" 760 1 15.4 ( 384 ( 24 36" 900 1 18.1 524 I 29 42" 1060 ` 25.3 1 686 34 48" 1200 31.3 1 867 38 60" 1500 ; 46.3 1295 60 } class ti pipe 2 16 gauge steel AASHTO M 252, Standard Specification for Corrugated. Polyethylene Pipe, 75mm to 250mm Diameter (3" -10 ") AASHTO M 294, Standard Specification for Corrugated Polyethylene Pipe, 300mm to 1200mm Diameter (12 " -60 ") AASHTO Section 30, Construction Standard, Thermoplastic Pipe ASTM D 2321, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications ASTM D 3212, Standard Specification for Joints for Drain and Sewer Plastic Pipe Using Flexible Elastomeric Joints ASTM F 1417, Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low - pressure Air ASTM F 477, Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F 667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Fittings CAN /CSA B182.8, Storm Sewer and Drainage Pipe and Fittings Polyethylene } class ti pipe 2 16 gauge steel AASHTO M 252, Standard Specification for Corrugated. Polyethylene Pipe, 75mm to 250mm Diameter (3" -10 ") AASHTO M 294, Standard Specification for Corrugated Polyethylene Pipe, 300mm to 1200mm Diameter (12 " -60 ") AASHTO Section 30, Construction Standard, Thermoplastic Pipe ASTM D 2321, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications ASTM D 3212, Standard Specification for Joints for Drain and Sewer Plastic Pipe Using Flexible Elastomeric Joints ASTM F 1417, Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low - pressure Air ASTM F 477, Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F 667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Fittings CAN /CSA B182.8, Storm Sewer and Drainage Pipe and Fittings Polyethylene ,�EM�ERO�ENC Y 0 VERF=L 0 W EWA ORA M ~ -Y CAwAA AK SHOPS 3 MAJOR A rF Lai 8.50 FIF 17.75 PAD "C Ls tov 2, ri Ej SHOPS DRUG 7j25 PA(l AIL PAD A In 1c . Z-1 Sao T6 A 28 MuoK . .. .... ........ . .... ..... .. .. .. . ....... .... .. ................ ........................ . . ... . ... . . . .............. ... ......... ............ . ............. . . .............. ............. ... . . ......................... ..................... .... ... ... ... ... .. .. . .. ..... .. ................................ ........ ..... ... . . ... ... ....... ... ... .... ... ... .. .. .. ............. ............. .. . ..... ... ..... . . ... .. .. ... .. .. ........... ... ........... . NOT _cxAL,6: (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 hT . -ro - 0,69- cis , S�c7�J A -A' STREET FLOW HYDRAULIC CAPACITY CALCULATIONS This program calculates normal depth for street flow based on Manning's equation- Q= (1'.486 /n) *A *R(2i3)*S(1n) assuming flow depth is below top of curb and street crown. in ut Manning's "n" 0.015 0,8 gutter width (ft) 2.00 gutter depth (ft) 0.17 0.7 longitudinal slope 0.03300 0.6 cross slopeL 0.01800 0.5 depth of flow (ft.) 1 0.67 0.4 out ut 0.3 Q (cfs) 61.65 0.2 Flooded width (ft.) 30.00 A (so 8.23 0.1 WP (ft) 30.69 0 Hydraulic Radius 0.2683 0 5 10 15 20 25 Velocity (ft/s) 7.49 Velocity *depth (ft 2 IS) 5.05 Street section Water surface (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 hT . -ro - 0,69- cis , STREET FLOW HYDRAULIC CAPACITY CALCULATIONS This program calculates normal depth for street flow based on Manning's equation: Q= (1.486/n) *A *R(2i3) *S(1n). assuming flow depth is below top of curb and street crown. in ut Manning's "n" 0.015 0.8 gutter width (ft) 2.00 0.7 gutter depth (ft) 0.17 longitudinal slope 0.01700 0.6 cross slope 0.01800 0.5 depth of flow (ft.) 0.67 0.4 out ut : 0.3 Q WS) 44.25 0.2 . Flooded width (ft.) 30.00 A (so 8.23 0.1 WP (ft) 30.69 0 Hydraulic Radius 0.2683 0 5 10 15 20 25 30 35 Velocity (ft/s) 5.37 Velocity *depth (ft 2 IS) 3.62 F-4—Street section -- -Water surface (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 Qca�ku-t3 At TG W.7--f dS aloo -raw Ate.. C- STREET FLOW HYDRAULIC CAPACITY CALCULATIONS This program calculates normal depth for street flow based on Manning's equation: Q= (1.486/n) *A *R(2/3 )*S.(112) assuming flow depth is below top of curb and street crown. in ut Manning's "n" 0.015 0.8 gutter width (ft) 2.00 0.7 gutter depth (ft) 0.17 longitudinal slope 0.00500 0.6 cross slope 0.01800 0.5 depth of flow (ft.) 0.67 0.4 out ut 0.3 Q WS) 24.00 0.2 Flooded width (ft.) 30.00 A (so 8.23 0.1 WP (ft) 30.69 0 Hydraulic Radius 0.2683 0 5 10 15 20 25 30 35 Velocity (ft/s) 2.91 Velocity *depth (ft2 1S) 1.96 —*---street section Water surface (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 At o c r---:s (9, too g III GF.s (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 J _ :�a�- STREET FLOW HYDRAULIC CAPACITY CALCULATIONS This program calculates normal depth for street flow based on Manning's equation: Q= (1.486/n) *A *R(213)*S(112) assuming flow depth is below top of curb and street crown. Lin Lujt Manning's "n" 0.015 0.8 gutter width (ft) 2.00 gutter depth (ft) 0.17 0.7 longitudinal slope 0.00600 0.6 cross slope 0.01800 0.5 depth of flow (ft.) 0.67 0.4 out ut 0.3 . Q (cfs) 26.29 0.2 Flooded width (ft.) 30.00 A (so 8.23 0.1 WP (ft) 30.69 0 Hydraulic Radius 0.2683 0 5 10 15 20 25 30 35 Velocity (ft/s) 3.19 Velocity *depth (ft2 1s) 2.15 --o— Street section Water surface (optional input) (optional input) Design Q (cfs) 0.00 Design flooded width (ft.) 30.00 J _ :�a�- �c7 L - Z STREET FLOW HYDRAULIC CAPACITY CALCULATIONS This program calculates normal depth for street flow based on Manning's equation: Q= (1.486/n) *A *R(2/3 )*S(1/2) assuming flow depth is below top of curb and street crown. in ut Manning's "n" 0.015 0.8 gutter width (ft) 2.00 0.7 gutter depth (ft) 0.17 longitudinal slope 0.00600 0.6 cross slope 0.01800 0.5 depth of flow (ft.) 0.67 0.4 out ut 0.3 Q (cfs) 26.29 0.2 Flooded width (ft.) 30.00 A (so 8.23 0.1 WP (ft) 30.69 0 Hydraulic Radius 0.2683 0 5 10 15 20 25 30 35 Velocity (ft/s) 3.19 Velocity *depth (ft2 1S) 2.15 Street section —Water surface (optional input) Design Q (cfs) 8.33 (,optional input) Design flooded width (ft.) 30.00 AT Cross Section _ Cross Section for Irregular Channel Project Description ' Worksheet Irregular Channel - 1� �t� D Flow Element Irregular Channel Method Manning's Formula V " ► l l/� Depth Solve For Channel De 1 p j Q(oo = 2510 G �S Section Data _ O• s;�—Ac Mannings Coefficient 0.013 1 Channel Slope 0.033000 ft/ft Water Surface Elevation 100.15 ft Elevation Range 100.00 to 101.00 1 Discharge 2.90 cfs 1 100.60 1 100.30 ,100.00 1 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 �A vio.0N w \ ' NIT 1 NS 1 1 1 . Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 08/29/08 12:18:47 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Options Current Roughness Method Worksheet Open Channel Weighting Method Worksheet for Irregular Channel Closed Channel Weighting Method Horton's Method Project Description Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Elevation Range 100.00 to 101.00 Flow Area Input Data Channel Slope 0.033000 ft/ft Discharge 2.90 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Mannings Station Station Results Mannings Coefficient 0.013 Water Surface Elevation 100.15 ft Elevation Range 100.00 to 101.00 Flow Area 0.8 ft2 Wetted Perimeter 11.22 ft Top Width _ 11.22 ft Actual Depth 0.15 ft Critical Elevation 100.20 ft Critical Slope 0.005283 ft/ft Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 100.35 ft Froude Number 2.36 Flow Type Supercritical Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 08/29/08 12:18:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Roughness Segments Start End Mannings Station Station Coefficient 0 +00 0 +73 0.013 Natural Channel Points Station Elevation cft) cft) 0 +00 101.00 0 +52 100.13 0 +57 100.00 0 +62 100.13 0 +73 100.56 Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 08/29/08 12:18:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 ' Cross Section 1 ` Cross Section for Irregular Channel _ y PW� Project Description Worksheet Irregular Channel - 1 ' Flow Element Irregular Channel G�/►��I i'y,t1� Method Manning's Formula 1�� -fit (/��• ' Solve For Channel Depth ►�b/�► G� , !/1�a,, v t ; G V'r C/ Section Data (� � S Mannings Coefficient 0.013 ' Channel Slope 0.018000 ft/ft /rdy_Rp 1i� ®/Q'2d1 v ?TA Water Surface Elevation 100.20 ft ' Elevation Range Discharge 100.00 to 101.00 5.00 cfs 1 ' 1 1 l - ' 100.60 100.30 - 100.00 ' 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 X-(�cT V:10.0N ' HA NTS • . r 1 ` Project Engineer: Development Resource Consultants untitled.fm2 08/29/08 12:19:55 PM Development Resource Consultants © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v7.0 [7.0005] USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description # Z Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.018000 ft/ft Discharge 5.00 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient Water Surface Elevation Elevation Range Flow Area Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 0.013 <:= — / j� 100.20 ft 100.00 to 101.00 1.5 ft2 15.86 ft 15.86 ft 0.20 ft 100.25 ft 0.004958 ft/ft 3.24 ft/s 0.16 ft 100.36 ft 1.83 Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00 0 +73 0.013 Natural Channel Points Station Elevation (ft) (ft) 0 +00 101.00 0 +52 100.13 0 +57 100.00 0 +62 100.13 0 +73 100.56 Project Engineer: Development Resource Consultants untitled.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 08/29/08 12:19:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 ' HYDROLOGY REPORT JEFFERSON SQUARE SITE CIVIL: DRAWINGS LA QUINTA, CA 1 BACK POCKETS - EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP - HYDRAULIC MAP k k. o Do N rn N z; c� z r r M fr 0 a. E M � O r ,ya Go O N N Z O 39 M t I O ,Ap 7 in U _ a �pO $ T �-i X 2 o ° m 0 { E c� — CY MEN U M I' 0 � U z'� a N w a: �w z ; MARK BY DATE ce- w ENGINEER DESIGNED BY: YH DATE: 08 -12 -07 DRAWN BY: YH DATE: 08 -12 -07 CHECKED BY: RWS REVISIONS APPR. DATE CITY DATE: 08- 12--07 REPARED UNDER RONALD W. SKI EPKO 46216 R.C.E. NO. DATE SEE BOTTOM RIGHT MATCH LINE EXISTING HYDROLOGY MAP FOR JEFFERSON SQUARE LA OUINTA, CALIFORNIA LEGEND D1 SUBAREA 0.73 AC ACREAGE 1 NODE 1 Tc=8.88 -- TIME OF CONCENTRATION IN MINUTES Quo =10.20 -- RUNOFF FOR 10 YEAR STORM EVENT IN CFS clam= 15.21 --- RUNOFF FOR 100 YEAR STORM EVENT IN CFS 849.OFS ELEVATION -• -• —•-- - - FLOW PATH SUBAREA BOUNDARY DRAINAGE AREA BOUNDARY HYDROLOGY SUMMARY DRAINAGE AREA AREA (AC.) Q10 (CFS) Q100 (CFS) E1 4.53 4.74 10.18 E2 6.33 5.87 12.75 E3 0.99 3.05 5.20 PEAK FLOWRATE: 11.85 13.66 28.13 SEAL- ENGINEER Q�OFESSi _ W 5� Development Resource Consultants, Inc. moo= Civil Engineering • Land Surveying . Land Planning No. 46216 800 S. 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I ......... ­ ........... . ­ ......................................... ­­­ ­.­ ... I....,....,.,..........."..".I .......... � : : ; I I ................................... I .............. � ........ ­.....,­., ...... .... ... _.­ ........ _ .......... _1 ... I ....... ­­ ......... � ......... ­ ... � ...... .1.111.,.....,........I ... . ............. . ....................................... _....­­­..1_.....­1_­ ........................ � ....................... .:.::.-........,................ ..................................... 1.,_.­.­._­___. 1. : . ..I-. .:,.. �. � ... ...-_ : HYORAULIC MAP FOR JEFFERSON SQUARE LA OUINTA, CAL11=0RNIA LEGEND / D1 \ SUBAREA 10. T3 AC ACREAGE 849.OFS ELEVATION ..-..- FLOW PATH I M OUNDARY I DRAINAGE AREA BOUNDARY 0 DRYWELL C1 INLET #C1 - - - - PROPOSED STORM DRAIN INLET SUMMARY INLET NO. INLET TYPE Q10 (CFS) Q100 (CFS) CONDITION C1 COMBINATION, W=2.95' 1.3 2.0 FLOWBY C2 18"X18" GRATE 0.8 1.2 SUMP C3 4' CURB OPENING 2.3 3.5 SUMP C4 COMBINATION, W=2.95' 1.0 1.5 SUMP C5 7' CURB OPENING 5.0 7.5 SUMP C6 4' CURB OPENING 2.5 4.0 SUMP C7A I 18 "X18" GRATE 0.15 0.2 C78 - 18"X18" GRATE ­ 0.15 - 0.2 SUMP C7C 6" ATRIUM GRATE 0.07 0.11 SUMP C8 18 "X18" GRATE 0.8 1.2 SUMP C9 1.2 1.8 SUMP C10 COMBINATION, W=2.95' 2.3 3.2 SUMP C11 1. - - . I - I I -1 _ - � _. 11 3 JLF oP%-tfj-4)6, 1.2 1.8 FLOWBY C12 I COMBINATIOIN, W=2.95' 1.2 1.8 FLOWBY IC13 18 "X18" GRATE 0.8 1.2 SUMP NOTE: 1. ALL INLETS SIZED FOR 100-YEAR STORM EVENT INLET/CATCH BASIN QALCULA11ONS REFER TO SECTION IX FOR SUPPORTING CALCULATIONS PIPE HYDRAULIC CALCULATIONS REFER TO SECTION X FOR SUPPORTING CALCULATIONS ao �z GRAPHIC SCALE (INS) I Inch = 40 ft. -.,..,I I I I - DESIGNED BY: YH PREPARED UNDER THE SUPERVISION OF: SEAL- ENGINEER - CITY OF LA QUINTA SHEET NO. DATE: ESS/ - , DRAWN BY: YH \CN W. / Development Resource Co Asultants, Inc. HYDRAULIC MAP IV 10 Civil Engineering • Land Surveying Land Planning 1 "I RONALD W. SKLEPKO DATE a: IO_ • RM DATE: No. 46216 DRC 800 S. ROCHESTER, SUITE C � I . CHECKED 1. Exp. 12-31-06 ONTARIO, CA 91761 (909) 230,'-5246 JEFFERSON SQUARE , I : RWS of vj\� I MARK i BY DATE j APPIR. I DATE i SWC JEFMSON ST. & FRIM WARING DRIVE i REVISIONS 46216 . OF C �, t OF 1 SHTS ENGINEER - DATE: R.C.E. NO. EXPIRATION DATE t. LA OUNITA, CA F CITY - 3 M _ a I T U F 0 00 0 N O N c� a z O C5 z a r M I E v 0 co 0 0 N 0) N v� 7 a Z O D �cn 1a H in C) h a 0 3 0 0M a= U O U / v c � T .p KOj 451 ., V 6.2 U :3 v EL .* v' 0 a o U U v O C �C E C w0 m t_j r- zy • z r` Uj 0 0 N aw zQ z wM SEE BOTTOM R /CHT MATCH LINE DESIGNED BY: YH DATE: 08 -12 -07 DRAWN BY: YH DATE: 08 -12 -07 MARK BY DATE APPR. DATE CHECKED BY: RWS ENGINEER REVISIONS CITY DATE: 08 -12 -07 ARED UNDER THE SUPERVISION OF: I SEAL- ENGINEER RONALD W. SKLEPKO 46216 1 EXPIRATION DATE QRQFESS/ No. 46216 Exp. 12 -31 -06 civic- ,• 9TF OF CPA, Development Resource Consultants, Inc. RC Civil Engineering • Land Surveying • Land Planning 800 S. ROCHESTER, SUITE C ONTARIO, CA 91761 (909) 23Q -5246 PROPOSED HYOROL OOY MAP • mI JEFFERSON SQUARE LA OUINTA, CALIFORNIA D1 SUBAREA .73 AC ACREAGE 1 NODE T,o 8.88 TIME OF CONCENTRATION IN MINUTES 1 Q,o= 10.20. ,--- RUNOFF FOR 10 YEAR STORM EVENT IN CFS -- q0d= 15.21 RUNOFF FOR 100 YEAR STORM EVENT IN CFS 849.OFS ELEVATION - ••- ••-+•• - •• -••- FLOW PATH �■ = SUBAREA BOUNDARY DRAINAGE AREA BOUNDARY DRYWELL C1 INLET #C1 HYDROLOGY SUMMARY DRAINAGE AREA AREA (AC.) Q10 (CFS) Q100 (CFS) Al 1.58 4.87 8.31 A2 2.57 7.60 13.02 A3 2.69 7.44 12.84 TOTAL: 6.84 19.90 3A.1 E., ry 4:83 ; 8.23 B2 2.32 7.40 12.76 TOTAL: 3.70 12.23 20.98 C 2.45 7.76 13.23 TOTAL SITE: 12.99 39.89 68.37 3.07 CFS /AC. 5.26 CFS /AC. MATCHLINE SEE TOP LEFT SCALE. l"=80' 5iiii-Mi Z CITY OF LA QUINTA PROPOSED HYDROLOGY MAP FOR JEFFERSON SQUARE SWC JEFFERSON ST. & FRED WARING DRIVE LA OUNITA, CA SHEET NO. 1 OF 1 SHTS igg �. &..A$SOCIA,TES,INC. q GEOTECHNICAL ENGINEERING a ENVIRONMENTAL E,NG.INEERING CONSTRUCTION TESTING &. INSPECTION July8; 2008 Mr: Thomas Middleton Regency Centers Inc. 36 txecutiva.Park, Suite 100 Irvuie„ CA 92614 RE: Percolation Rate Study Proposed Shopping Center Jefferson Street and Fred Waring Drive La Quinta, California Dear Mr: Middleton: KA Project No. 112 -07036 In accordance with your request, we have performed percolation westing at the subject site. This report documents.the_services and provides the results of our field and.laboratory study.. PURPOSE AND SCOPE This study —was conducted to measure the approximate percolation rates within.the near- surface strata of the site. It is our understanding that the data will be used by the project design team in. their development of.the on siwstorm water disposal system. The percolation testing conducted .at the subject site was performed in general accordance with the City of La Quinta, Public Works Department, 'Engineering Bulletin #06 -16. Hydrology and Hydraulic Report Criteria for Storm Drain Systems, US13R Percolation. Test .Standard. Our scope: of services. was .outlined mi our change order dated. June la, 2,008 QK A Project No. 1,12,07Q36) and included :the following` o Conducting three (3). percolation tests within the area of the :proposed detention basins at the subject site. Two of the percolation tests were performed, at depths of approximately 10 to 13 feet. below existing, grade. The percolation test for :the underground basin was performed at a depth of approximately, 20 to 23 feet below the existing grade. A total of three exploratory .borings were performed adjacent to. the percolation tests. These exploratory borings were extended to a depth of at least 15 feet below the.bottom _of each test. Preparation of this report sununarizing the:results of our investigation. f i i i Offices Serving The Western United States 4221 Brickell Street, Ontario,, California 91761 a (909) 974-4400 a Fax: (909) 974 -4022 KA N6..112 -07036 Page 2 of 4 z SITE LOCATION AND: SITE DESCRIPTION The proposed site, is located at the intersection of Jefferson Street and Fred Waring:Drive in La Quinta, California. The site is roughly rectangular in shape and roughly sloping to the north. and :east. At the time of our field 'investigation and testing program, the site was undeveloped and covered with sparse bushes and.exposed soil. SOIL PROFILE AND-SUBSURFACE CONDITIONS The subsurface profile generally consisted of loose to dense fine sand and fine silty, sands extending to the maximum depth° explored. During the excavation of the borings, continuous visual and physical examination was conducted on the soil cuttings. Significant silt or clay layers /lenses. were not identified as being encountered in any of the borings at the site. Corrosion tests were,performed to evaluate the soil corrosivity to the buried structures. The results of the tests are included as follows: ? ♦.z . c�u.F+x" 4 '.Parameters K ' a ' -�. Rk Resalts F ti L '°x'°'FFl�.ts� i'.s fi' -. , Test Methods y Resistivity 2;460 ohms -cm 'Caltrans Sulfate 268 mg/kg EPA 9038 Chloride 117 mg/kg EPA 9253 pH 7.52 EPA 9045C Excessive sulfate or chloride in either the soil or native water may result in. an adverse reaction between the cement in concrete and the soil. "California Building. Code has developed criteria for evaluation of sulfate and chloride levels: and how they relate to cement reactivity with soil and /or` water.. The soil samples from the subject site were tested to have a low sulfate :and chloride concentrations. Therefore, no special design requirements are necessary to compensate for sulfate or chloride reactivity with the cement. Electrical .resistivity testing of the soil indicates that the: onsite soils may have a mild potential for metal loss from electrochemical coirosion,process. PERCOLATION TESTING Two methods for .percolation testing are given in the City of La Quinta, Public: Works Department, Engineering Bulletin #06 -16. Hydrology :and Hydraulic Report Criteria for Storm Drain Systems, USBR Percolation Test Standard. Either ASTM Double Ring .Infiltrometer. Test or U. S. Bureau of :Reclamation Test were recommended by the City of La Quinta as approved test methods. The U.S. Bureau of, Reclamation method was: deternmihed to be the most: prudent for the subject site. The test locations are presented on the attached site plan, Figure 1. Detail results of the percolation tests are attached. The data is presented in tabular format: The soil percolation rates are based on tests conducted with clean water. The `infiltration rates may vary with time as a result of soil clogging from water impurities. A factor of safety should. be incorporated into the design .of the basins to compensate Offices Ser %ping The Western United States 4221 Brickell- Sheet, Ontario, California 91761 a t909) 974-4400.1 Fax: (909).9744022 112-07036 La Quinta Pcrc #2 ICA.No._ 112'-070S6 Page 3. of 4 for these. factors : .In addition,.penodic maintenance consisting of,cl o priffg the bott in 6fthd basins,,should be expected.. The highest percolation rate :ranges ,,from 4.254helies to 6.5 inches ,per hour. A minimum factor of saf6ty of,2.0:shouIaA gn `beassigned to this, value. Therecommendeddesi -perc,6]dticin-ta-teshbiild.belAmakiinum of 1 2.0 ices, nh . I I . ... �pe,_fhduf. LIMITATIONS Geotechnic I rgiigineering.is �one, of the. newest divisions of -Civil. Engineering. This: branch of Civil Engineering-is constantly ly himproviin a� ne technologies and. lundersiandinig:otearth sciences'advan.ce. g Although our .se conducte� accordance ance with current engineering practice Vhdoubtedly services: were in c rd there will be substantial, -fature'i"mp,r-py'em'e'nt.8.iii this branch of engm eriii& In addition to advancements in the field, of Soils- Eng'ine e*'n*n hysiq6F . ch ges in the site, either due to excavation or fillplacdinent. .91p an .c a ges: in � e new. agency,re Aiions. or possible h th proposed, structure after the soils, Tepbrt,isq6 16ted. gul , .. . _ , E . ­ i :;, may. require the soils repoft.-to be professionally reviewed. In h94 of this; the Owner should .be aware that where is a practical .1irutip the; usefulness of this report without critical review. Ajth(jpgh. the time limit for. this review is strictly arbitrary, reason 'b' 'd f6f the it is suggested that I year be. considered a a I& tim usefulness oflhi&report. The -scope of our services did not ,indhide 'A groundwater study and was limited to the pdkf6h-nanc& of percolation testing -and: the sub mitted-of the,4ata only. Our services did^not include those as s oci ate With an Environmental Site Assessment t6fthe- presence or absen6c:.of Hazardous and/or toxic materials in the soil, groundwater, or.atmospherp; or the presence of wetlands, Any statements, or abseildezdf statements,. in this report regarding. odors, unusual,. suspicious items, or conditions-observed'.. are strictly for descriptive purposes and:arehot intended to convey eugmeeringJudgment regaTding'p-otputial'hi.izardoii.s And/or toxic assessment.. The geotechnital engineering 1dotm"tio"n presented herein is based upon pTofdssiciiial.'ihteipr6tafi:on, utilizing :standard qpginaeripg pirgci tice s The work conducted through .1h& course qf this ,investigation; including, (he.!,prep4.atioA bf,thi.9 report Have been performed in accordance with -the -geRerd1l. I Y. accepted standards, i6fgeoiechnida 1. engineering practice, which existed -in. the.geographia area at thq� time the report was written. NO other Warrant—y, express implied, is made. pr o imp It is not w4rpnted . that sucb,"inf . oftniition and interpretation cannot be superseded by futurc,geotechutical engineering developments. We 0nipligize that this report is valid for: the ikoi0qt outlined above and should ,not be used for ally other.sites.,. Qffkes,'$erAng Th.e Western, United States. 422t. Bnicikill Satet, Ontario, Califo.m.ih. 917(1 o (909).974=4400.: . w Fai:_(909) 9744022: I f2-61Q36'La Ouinta, Perc 02 . Y' �. '- 1` r�.» F �� � �� r ' .'•d ^�. . - :KA:No..I12_07036 Page 4 of 4. at 3. - �` If you have any questions regording the services pe'rforined or the -data reported "herein, or if We'may lie of 4.• ' fur&r,assistance, please do.not hesitateto contact.our office at'(•909).974:- 446.0: ? ; Respectfully submitted; KRAZAN & ASSQ.CIATES,'INC.; ^ "' • ' a 1 ` x sfo p r R ado S rC Mfr Qr s J ,. Ke116 �1 Project Geo10 S 6;ilii�3t?iU' 'v r' ; s tr U? Pro�ectEngin !1AmESNO(ELIGGG n PG No. 8420 hlO E34c0 c RCENo,.650 N(): I cr� up,c seer, �v 9OU9 civlr c.wf IIC rtn ' • GF Ifhl� r • �. Attachinents7 Figure 1, Site Plan " Results of Percolation Tests 6? Boring Logs F + YL .. .�- � - ..... � - T - � - '. +i° .. Ya .. to �vp y K" r �'' •• f • 1 _ .. 'Offices Serving The Western.0 - iteil. States ` t '422i`BrIAelI Street; Ontano'Ca1i'fom_ia.917,61 (909) 974-4400 Fax: {909) 974 4022.. ' ' a�' ^ 1.12 -07036 L8 Quiiita' ?ere`: Z �` '• a[itSroarl v - P 77L _I QiQ LOADING ~LOADING. LLI X11 > isai ru rr _o 0 ej ADINGI Lip k I II t LEGEND JEFFERSON ST H -1.8 APPROXIMATE BORWQ LOCATION - •P -7 APPROXIMATE PERCOLATION TESTIOCATION PROPOSED JEFFERSON SQUARE Scale, NTS Dater JULY 2008 'LA QUINTA, CA anr Drawn byt Approved bye RM' X SITE DEVELOPMENT ENGINEERS Project No. Figure No. SITE FLAN 112 - 07036 1 Offices Servm* g thd' Westem United States Log of Drill Hole. B-17 Project: Proposed Jefferson,Square, Project No: 1.12- 07036. Client: Regency Centers Figure No.: A -17 Location: La Quinta, CA Logged By: WP Depth to Water> Initial:. At Completion: SUBSURFACE PROFILE. SAMPLE -°-' � o Water'Conteri.t ( %)" Description y' M a c' 0 w (n W o cn d H o I m 10 20,1_,30' 40 _ Ground Surface SILTY SAND ISM), fine grained, light brown, sllghtiy moist 2 SILTY SAND /SAND SM/SP fine to medium grained, light brown, slightly moist: ------ ; - -= - -- --- ,— ::..- ...- -,:.:— 4 ~ SILTY SAND /SAND (SM /SP), . fine grained, brown, slightly moist; medium dense 8 _ 10.. - � .. ;: '• SAND (SP), ...,, ve rY fine grained, yellow-tan; slightly Moist,: medium, dense __�..._... + i ' SILTY SAND SM .14 medium to coarse grained, tan; medium dense SILTY SAND /SAND (SM/SP), 16 fine to medium grained, light brown, slightly moist ' SILTY SAND /SAND: (SWSP), fine grained, tan =brown SAND (SP), medium to coarse grained, light brown, dense __._- ._.!___ -•__i ..._...,..._.._.., , .._,.,_._ t I i SAND (SP), medium to coarse grained, light brown, dense - -- ;: - - -- •--- n.__._._, _w,�._.. 26 �....__.y_ _._._ .......... .i...._e._.. End of Borehole 28. Total Depth =.25' I No groundwater was, encountered during .dNling Hole backfilled with soil cuttings and tamped 30 06/ 26/08 ... _ ..... ____ Drill Method: Hollow .Stem Auger Drill Date: 06/26108 'Drill Rig: CME 55 Krazan and Associates Hole Size: 6' .Driller: JG: Elevation: See Site Kan Sheei: 1 of 1 Log of ®ri1l.Hole B -18 Project:, Proposed Jefferson Square Project No: 112- 07036 Client: Regency Centers Figure No.: A-18 Location`: La Quinta, CA Logged By: WP Depth to Water> Initial: At Completion: SUBSURFACE PROFILE SAMPLE �i ° Water Content( %) Description N o. � O � a) Q r � y a n E S? v N — N Q r m __..10- _.20. _30..._.._46 ._ Ground Surface JUSILTY SAND (SM), fine light r grained, brown, slightly moist s 2 SILTY SAND/SAND•(SM /SP).: fine, grained brown, slightly moist.. 4 - — -i 6 ' SILTY SAND /SAND (SM /SP), flhia grained, brown, slightly moist 1.0 i ......... 12 fine grained, yellow - tan,slightly moist - SILTY SAND /SAND (SM SP); i fine to :coarse grained, light brown, slightly moist '; • . • SILTY SAND (SM), fine grained, tah- brown _ ......... • 4 medium grained, light brown rt , , SAND (SP), 26 medium to coarse. grained, light y6flow, dense " • ° "' -- __i. . ' ".,- ... i t E i I Drill Method: Hollow Stem Auger Drill Rig: CME 55 Driller JG Krazan and Associates Drill Date: 06!26108 Hole Size: 6" Elevation: See Site -Plan Sheet: 1'of 2 Log of Drill Hoha :134.8, Project: Jefferson Square, 'Project No' 112-07036 Client: Regency Centers. Figuire No.: ,Location- La Quinta, CA Logged By: WP Ddothlb Watgr>! Initial: At- Completion: ,SUBSURFACE PROFILE , LE SAMPLE Water Content Description .7 5 2) CL E CL 0 10 20 30 40 medium um grained, grey�yellow, dense edi ...... 34- SAND (SP), `fine.to medium, graihed,.brbWri-yelfbw SAND-(SP), .1 grai n6d, yb.11pw.-tan ,38- :SAND (SP)L 'L 407 'fine grained, whitb-tan: ...... .. .... . ..... End of Borehole 42- Total Depth =-40' - -, -. L. No groundwater was encountered during drilling Hole Uadkfillod with soil cuttings,and tamped 44� 6/2608. ....... .. .... . ....... .46 .. 481 . . .... ....... c. 52' . .... ----- -- 54- ... ...... 66 - 58� "60:w-; ... . ........... Drlll,M16th'dd0i Hollow Stem,Auger Drill Rig; QW.65 Kra'zan, and. Associates Drill bate: 06/26/013 Hold Size: 6" Dflller:JG Elevation.: See Site, Plan -Sheet; 2 of 2 Log of D.0111 Hole 1349 Project:. Piroposed Jefferson Squ&e Project'.N.o: 112-0036 ers FigUre Client.- Regqpcy:Oenf No.: A-19 Location: 1 La Quifita., CA Logged 0y: WP Depth to Water> -Initial: At Completion-: SUBSURFACE PROFILE SAMPLE Water Content Description 27 E 01 - CL 0 1.0 20 30 -46 . ........ .. Ground Surface SILTYSANDI(SM), *'grained, fine light 'brown, - slightly moist -2" ........ sx ry sANDIsA ND pwsp), fine to, medium grainedJight'.bf6wn,, slightly moist SILTY SAND (SM), floe grained, brown, slightly moist SAND (SP)s 12 fine-grained, yellow -tan, slightly moist, dense ....... SILTY SANDISANDI(ISMISP), me dium to coarse grainedi tan.. dense 14- 7. i . . ......... ... SILTY SANDISAND'(SWSP), 16 fine to medium grained brown, slightly moist SILTY SAND)SANDI(SWSP)i 'fine,grained.. brown-tan 20 22. SAND (SP), medium grained, light. brown, dense 24-'. . ........ . End of Bdfehole 26 7 'total Dbpth*25` - - 281 No groundwater was encountered during drilling Hole backfilled with soh: cutting's and tamped - QW6/08 30� DrI.11:00thdd: Hollow Stern Au'ger DrilFRig: CME 55 Drill6r:,.JG Krazan and Associates Drill. DAte:.06/26/08 Hole Size,: 6"' ElOvati'dh:' See. :Site Plan Sheet: 1 of I � 2 > 3, . _ RESULTSOF� P...ERCOLi4T1ORiTESTO Pro'ect.# 11207036 1 Date Jul 3, 2.008 Project Address Jeffer-son'.Stieof,and FredlWaring Drive ;°-°. br, Kr �.a.,..�"» $ �.• Y _..Y 8 3 r4r" Test No: I R-6' Toial Depth 13 feet. Test Size 6'inches; De th To Waterer °Soil Ciasslficat�on SM �» G:allonsY!'tiours; Of :T 3 10,.WM a X1;0 feet Pro, �; �.�„� � �- E ;. Ga {laps to��,4 � �x : ; „m °lne�ement'al _ *Readin Elasped � rTime(mm incremental Time ^ kee Goo 4tant '- Percx {at{on %Rate' ,9 ) �' .. fi'R ._4+w.+.c+w•,Y�i+,ia,.p"�' J. J 3. ".. MZ..3`i «sc:h.alw .S.s�.Et' e =$.. .e...a%th .c.�4a » 41 -.h` `. ". +?2C -# . �..� #I.ei KEwn:. h&.�.. .T3+. ..x -..r( .x,.e..).w... .C-t Start 0 0.00 0:0 'n ...0.2 `5"! 3 2.0..0.0: 10.00 GA -9.8 s � ��' 10 00 = ��r F °.t3 i- ,�.; ,.3000, °,�. ,:�: �..� �.v0�5�, ��.x� 4 �. ,��.��°� 5 60.00_ 30:00 0.:7 S.T. yt} *zit -'.., Y x ,i �' �" ^p .9,000.$�...30QO ,., ax.1.1:t 7 120.00 $0.00 1.4 5.7 x150:00, �.tn�� '4s _Iw6 _ dL ...;5 b .__,.; ' _. �_ �+Y q' � 5 21 9. 180.00 30.00 1:8: ' 4.9. 11 300.00 60.00 .2.'8 4.5 :•, ' 12� ,�,;,�... ., ., 36000 .� � � 6.O OOsF �, .�: s,� �,�,3�1� -- . ,� ,� ���'� `' ° :'"R.:.�'. �rr4 - �� °.4T2 13. 4. ... A.. ` -. a?1�}..w.. a9•..p. "{"� fr. �.i.. 16 " 4 Peicolation:Rate;{i.lnch s es?p er' Hour '422; _s,iu .x ..r_. P -1 9.8. 10 99 �- 8 - - 5 4 m 0;00 60:00 120.00 180.00 2.40:00 300.00 360.00 420.00 Time (minutes) '' DO *Ilk cll� ASP Start 0 AM 0.0 la.5 10 CL 0.00 120.00 180.00 240.00 300.00 360.00 420.00 Time (minutes) -z.,,RESULkTS,,QF�PiERCOLATION',TESTS" ,. I Project # 112-07036 Date IJul y3,2008 r J6ff6fWmS4U a7 r 6 7 Project Address Jefferson Street and Fred WaHng Drive -4A Test No: JP-6 ITotal Dbpth 13 feet Test Size 16 inches DOO,th,TO, r-',lVfd&t,. 9M rr Readin6. Elasbu T'Incremental , p -�- Tlfie(r w)1 In M f Cbh9tant ' 4. :)°° n? 6;M�iA Pee ldtlowllatez Start 0 0.00 0.0 :"T -10100 il�;A 40 3 20.00 '10.00, 0.6 14.7 3 CW0, 60.00 30.00 1.3 10.6 6 0 �4 l 6 1 ' ' 7 120.00 30.20 2.1 8.6, 8, 50. ^ 9 180.00 3.1 8.4 3. 11 300.00 .60.00 4.1 6.7 -12- X MUM 0;., `,560 OT 4:7-L-, .5 13 15 thilhibhes"'p6t, -Hour' � ' P-3 M 14 13 12 U) -106" 10 9 7- 8 7- 17 7 6 5 . .... .... .2 4 74 --- ---- 3 t 0 2 a. 0 0.00 60.00 120.00 180..00 240.00 300.00 360.100 420.00 Time (minutes) M I -J.AN-04-2008 13:34 ENVIROLLCHEMI:; IN!C 90959059105 P.0210? Enviro -'Chem,, Inc. 1214, E. Lexington Avenue, Pomona, CA 91766- Tel (909). 590.;6905 F.0 (909) :590-5907 LaBORATOkY REPORT CUSTOMER.. Krazan. & KS910diati0k, InC,:- .4221 erickoll 6t. Ontario, !CA. 9176.1 T'di i"999 ) 974-4400 FAk (19.Q'S )914 -. .4012 PRQJECT;2- LtL 'Quintki MATRIX;SOIL DATE 11.2CgIVED,: 01 /02/08 SAMPLING DAT.E:12-124/0'1 DATEANALYZEU;0102TQ3/08 REPORT TO:-MR... SCO .:DATE ABv0ATE'P.' ----------- ---------------- SAMPLE . I.D..: 112-070,36. L 'B=160-3' -LAj3,;i :. D 08' 102-1 ---------------- -- -- ----------------------- Ep AL PARAMETER SAIdPLE RESMT' U=T VQL DF mgm= RESISTIVITY •24670 OHMS=Cm 100060*- -- CALTRJANS. SULFATE -268 MG• /KG 10 1 EPA 90$8° 'CHLORIDE- i17 - MG/KG 10 -i' EPA 9253- pH 7.,52 p]4/,-MIT- - EPA 90450 COWIENTS DF = DILUTION FACTOR P.QL, =' PRACTICAL QUANTITATIbbi LIMIT ACTUAL DETECTION LIMIT = DF X, 'PQL MG/KG =-- MILLIGRAM PBA'KILOGRAX = PPM OHMS-CM = OHMS - CENTIMETER RESISTIVITY 1/c6muCTIVITY, HIGH LIMIT DATA REVIEWED AND APPROVED BY: -z ' CAL-DHS FLAP CERTIFICATE t 110- - 1555