The URL can be used to link to this page

Home My WebLink AboutTract Map 20591 Lot 8 Hydrology Report Reliance Church RELIANCE CHURCH ' DRAINAGE STUDY LOT 8, TR20591 PA15-0583 June 27, 20166 ' Prepared For: RELINACE CHURCH 29525 SANTIAGO RD. TEMECULA, CA 92592 tPrepared By: HLC CIVIL ENGINEERING ' 39281 Via Cadiz Murrieta,CA 92590 (951)640-0957 1 O 9 o EF SSIon ' y HECTOR y` LUCIO CORREA r No. 363C6 t 6�2��i6 �► clwi for L. Correa, R E 36306 Exp. 6/30/18 'Iq Eec1nEElaes H �` Of G ' RELIANCE CHURCH EXPANSION DRAINAGE STUDY STUDY AREA 1 The site.is presently an existing religious institution consisting of a local historic chapel, four modular structures, and two small sheds including AC parking lot. The proposed final development will replace ' the existing modular structures and sheds with four new buildings; one building will be a 12,807 square feet sanctuary building. The other building will consist of two classrooms building and one Administration office. The historic chapel will remain in its existing condition. ' The purpose of this study is to determine if the existing City 30-inch storm drain located in Santiago Road has the capacity to accept proposed onsite 100 year storm discharge. A portion of the 30-inch storm drain is located within the project property frontage. It appears the 30" storm drain is located within existing Sothem California Edison 6-ft easement and not a storm drain easement. ' EXISTING DRAINAGE IMPROVEMENTS The existing developments onsite sheet flows are discharged to Santiago Road via two existing ' driveway located on the east and west corners of site. The onsite storm flow will eventually drain to the existing 4-foot Street catch basin that discharges via an 18" lateral into the City maintained 30-inch storm. 1 PROPOSED DRAINAGE IMPROVEMENTS 1 WQMP BMP low flow 0.50 cfs will be treated by a Contech Storm Filter facility. Storm flows greater than the 0.50 cfs and up to peak flow 100 year storm runoff will bypass the WQMP BMP facility and ' will be discharged via proposed 18" Line-A in the existing 30"storm drain. EXISTING 30" STORM DRAIN HYDRAULIC CALCULATIONS ' Hydraulic calculations(WSPGW computer software)was performed to determine if the existing 30- inch has the capacity to convey the proposed development 100-year storm. ' This study calculated the hydraulic grade line for the following scenarios: I. 100 year HGL check on the Tract 20591 (1985)approved Storm Drain Improvement Plan. ' 2. 100 year HGL for the onsite flows from the project site as it presently exist. ' 3. 100 year HGL with only the 10 year onsite increase flow from the proposed PA15-0583 development added to the storm drain. 4. 100 year HGL for the onsite increase flow from the proposed PA 15-0583 development. t 1 1 ' Scenario#1 The existing storm drain was design to flow under pressure during the 100 year design flow and appears not to include any existing developed storm flows from entering the storm drain. Hydraulic ' calculation determined the design 100 year of 49 cfs is adequately convey. ' Scenario #2 With the existing condition 100 year flow of 5.7 cfs added to the storm drain design flow the HGL ' (1028.95) was slightly higher at Manhole #2 (rim elevation 1028.45). Therefore under present day condition the existing storm drain is,not adequate to convey present existing development 100 year storm. ' Mitigation: Solution will be to replace the existing manhole frame and cover with a Pressure Type Manhole Cover per Riverside County Flood Control Std. MH256 Scenario#3 ' This scenario add only the proposed developed Project 10 year flow of 7.2 cfs to the design 49 cfs for a maximum design flow of 56.2 cfs. Hydraulic calculation show that the HGL (1029.16) is also higher at Manhole #2 (rim elevation 1028.45). ' Mitigation: Same as Scenario#2 ' Scenario #4 ' This scenario includes adding the developed Project 100 year flow of 10.6 cfs to the design 49 cfs for a maximum design flow of 59.6 cfs. Hydraulic calculation show that the HGL (1027.72) is slightly higher at Manhole #1 (rim elevation 1027.21) and like the other Scenarios the HGL (1029.62) is ' higher at Manhole #2(rim elevation 1028.45). Mitigation: Solution will be to replace Manholes #1 & #2 existing manhole frame and cover with a Pressure Type Manhole Cover per Riverside County Flood Control Std. MH256 1 CONCLUSION ' The existing 30" Santiago Storm Drain under present conditions does not have adequate capacity to convey the existing onsite conditions for the 100 year storm flows events. The existing 30 Inch storm ' drain can be retro-fitted to accept the projects developed 100 year storm runoff by replacing two existing manhole covers with Riverside County Flood Control Std. MH256 Pressure Type Manholes covers. 1 ' 2 1 ' HYDROLOGY CALCULATIONS t 3 ' 10 YEAR-EXISTING CONDITION RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' aRIVERSIDE COUNTY FLOOD CONTROL b WATER CONSERVATION DISTRICT (RCFC&WCD)=61978pHYDROLOGY MANUAL (C) Copyright 1982,1986 Advanced. Engineering Software ]AES1 ' ••..DESCRIPTION OF RESULTS•••'••'••"'•"•"•••..•.•"""'•"••••"" . EXISTING CONDITION ` . 10 YEAR STORM ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: '. ----------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 ' 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - 1.300 ' SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE - .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 10.00 1-HOUR INTENSITY(INCH/HOUR) - .8888 SLOPE OF INTENSITY DURATION CURVE _ .5506 ' RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED ««««««««««««««««««<U»»>»»»»»»Y»»»»»»>»»» ' Advanced Engineering Software ]AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2120186 ' «««««««««««««««««««»»»»»»»»»»»»»»»»>»»> .......................................................:.................... ' FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE _ 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' --------------=___=`_____=------------___=__---------_.____.______` ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' TC - K•((LENGTH••3)/(ELEVATION CHANGE)]•`.2 INITIAL SUBAREA FLOW-LENGTH = 304.00 UPSTREAM ELEVATION = 1040.60 DOWNSTREAM ELEVATION - 1038.00 ELEVATION DIFFERENCE - 2.60 ' TC = .303•I( 304.00"3)/( 2.60) )••.2 - 7.732 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.746 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8751 ' SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) 2.62 ...................................................................... 4 1 ' FLOW PROCESS FROM NODE 1.00 TO NODE __--_3.00-IS CODE 2 _______________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K-( (LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH - 500.00 UPSTREAM ELEVATION - 1040.60 ' DOWNSTREAM ELEVATION - '1021.90 ELEVATION DIFFERENCE - 18.70 TC - .303•( ( 500.00••3)/( 18.70) 1".2 - 7.024 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.B95 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8761 SUBAREA RUNOFF(CFS) 2.18 TOTAL AREA(ACRES) - .86 TOTAL RUNOFF(CFS) - 2.18 ...............................:........................................... . FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE - 2 ____________________________________________________________________________ ' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ........ .................................................................. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K•( (LENGTH••3)/(ELEVATION CHANGE) ]".2 ' INITIAL SUBAREA FLOW-LENGTH - 305.00 UPSTREAM ELEVATION 1040.60 DOWNSTREAM ELEVATION - 1029.10 ELEVATION DIFFERENCE - 11.50 ' TC - .303-[( 305.00•-3)/( 11.50)1".2 - 5.755 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.231 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8780 SUBAREA RUNOFF(CFS) - 1.70 ' TOTAL AREA(ACRES) - .60 TOTAL RUNOFF(CFS) - 1.70 ' •- FLOW_PROCESS•FROM-NODE-•---4_OO•TO•NODE•'---5.00-IS•CODE 2 ---.. ____•---•'-- >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ...............................................-------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K'I (LENGTH••3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH - 200.00 UPSTREAM ELEVATION - 1040.10 ' DOWNSTREAM ELEVATION - 1038.00 ELEVATION DIFFERENCE - 2.10 TC - .303`I( 200.00••3)/( 2.10) 1".2 - 6.277 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.O60 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT. RUNOFF COEFFICIENT .8772 SUBAREA RUNOFF(CFS) - 1.30 TOTAL AREA(ACRES) - .48 TOTAL RUNOFF(CFS) - 1.30 --------------------..------------------------------a....................... ' .END OF RATIONAL METHOD ANALYSIS t 1 1 5 1 ' 100 YEAR-EXISTING CONDITION --------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ---------------------- ----------------------------------=--_--_--_------- ' «««««««««««««««<Q«««»»»»»»»»»»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software (AES] ' •' ......•DESCRIPTION OF RESULTS"`...•'•"............•""""'•"•'"" . EXISTING CONDITION' . 100 YEAR STORM- 1 HR ......................................................... "_•___•___•__.... ---------------------------------------------___________._ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ____________________________________________________________________________ ' USER SPECIFIED STORM EVENT(YEAR) - 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) - 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE - .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.360 ' 30-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE - .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE - .5495536 ' COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1-HOUR INTENSITY(INCH/HOUR) - 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USED ' Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE .DATE: 2/20/86 ««««««««««««G,««««««<»»»»»»»»»»»»»»»»»»» ' '- FLO PROCESS FROM NODE ISCODE-- --2"•• ' •••-- -W • ' •• . ....................... • - »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------=---------- ---------`_---_--_--------_--` ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K)( (LENGTH'•3)/(ELEVATION CHANGE))".2 ' INITIAL SUBAREA FLOW-LENGTH - 304.00 UPSTREAM ELEVATION - 1040.60 DOWNSTREAM ELEVATION - 1038.00 ELEVATION DIFFERENCE - 2.60 TC - .303'(( 304.00••3)/( 2.60) 1••.2 - 7.732 ' 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.008 SOIL CLASSIFICATION IS '"B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .6814 SUBAREA RUNOFF(CFS) - 3.85 ' TOTAL AREA(ACRES) - 1.09 TOTAL RUNOFF(CFS) - 3.85 ............................................................................ ' 6 1 ' --FLOW-PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE - 2 ___________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------.................•---- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K'[ (LENGTH"3)/(ELEVATION CHANGE) ]".2 INITIAL SUBAREA FLOW-LENGTH - 500.00 UPSTREAM ELEVATION 1040.60 ' DOWNSTREAM ELEVATION - 1021.90 ELEVATION DIFFERENCE - 18.70 TC - .303`[( 500.00"3)/( 18.70)1^.2 - 7.024 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.226 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8821 SUBAREA RUNOFF(CFS) - 3.21 TOTAL AREA(ACRES) - .86 TOTAL RUNOFF(CFS) - 3.21 1 ......................................................................... • FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE - '2 ---------------------------------------------------------------------------- t »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ............................................................................ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K'[ (LENGTH"3)/(ELEVATION CHANGE) ]".2 INITIAL SUBAREA FLOW-LENGTH - 305.00 UPSTREAM ELEVATION - 1040.60 DOWNSTREAM ELEVATION - 1029.10 ELEVATION DIFFERENCE - 11.50 ' TC - .303•( ( 305.00••3)/( 11.50)1".2 - 5.755 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.715 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8836 SUBAREA RUNOFF(CFS) - 2.50 ' TOTAL AREA(ACRES) - .60 TOTAL RUNOFF(CFS) - 2.50 ............................................................................ ' --FLOW-PROCESS-FROM NODE 4.00 TO NODE 5.00 IS CODE - 2 _------_-------_-------______________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ....:..................................-------------------------- -.---_.. ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC - K' [ (LENGTH•-3)/(ELEVATION CHANGE))".2 INITIAL SUBAREA FLOW-LENGTH - 200.00 UPSTREAM ELEVATION - 1040.10 ' DOWNSTREAM ELEVATION - 1038.00 ELEVATION DIFFERENCE - 2.10 TC - .303'[( 200.00"3)/( 2.30)1".2 - 6.277 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.495 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8830 SUBAREA RUNOFF(CFS) - 1.91 TOTAL AREA(ACRES) - .48 TOTAL RUNOFF(CFS) - 1.91 ---------------•-------------_---------------...........------------------- tEND OF RATIONAL METHOD ANALYSIS 1 1 7 ' 100 YEAR-DEVELOPED CONDITION i ' _________________________________________=e__=-----..-..-..._-..---.------._ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL ------------------_...........v----.----_.-------_-----_-_--------.-- ' ««««««««««««G««««««<»»»»»»»»»»»»»»»»Y>»» (C) Copyright 1982,1986 Advanced Engineering Software (AES) 1 ««««««««««««««««««<o»»»»»»»>>>>»»>»»»»»»» ' •••`••DESCRIPTION OF RESULTS^ .... ^""•^'•'•""••^•"^'••'••'• ••RELIANCE CHURCH 100 YEAR STORM ........................................ ................................. ____________________________________________________________________________ USER SPECIFIEDHYDROLOGY AND HYDRAULIC MODEL INFORMATION: ________________________________________________________________ USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) - 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE - .90 ' 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.360 10-YEAR STORM 60-MI14UTE INTENSITY(INCH/HOUR) - .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - 1.300 ' SLOPE OF 10-YEAR INTENSITY-DURATION CURVE - .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE - .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1-HOUR INTENSITY(INCH/HOUR) - 1.3000 SLOPE OF INTENSITY DURATION CURVE - .5496 ' RCFC6WCD HYDROLOGY MANUAL "C"-VALUES USED ' Advanced Engineering Software (AES) SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 ' ««««««««««««««««««<o»»»»»»»»»»»»»»»»»»> •-FLOW-PROCESS-F ROM•NODE ----•1.00-TO•NODE -----2.00•IS•CODE•----2•----_-•---- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------`-------------------------=------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K-[ (LENGTH••3)/(ELEVATION CHANGE) )`•.2 INITIAL SUBAREA FLOW-LENGTH - 870.00 UPSTREAM ELEVATION - 1040.15 DOWNSTREAM ELEVATION - 1029.00 ELEVATION DIFFERENCE - 11.15 TC - .303•(( 870.00••3)/( 11.15) ) `•.2 - 10.860 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.326 ' SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .B784 SUBAREA RUNOFF(CFS) 7.92 TOTAL AREA(ACRES) 2.71 TOTAL RUNOFF(CFS) 7.92 1 ...................:........................................................ FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 1 9 ' 8 1 ---------------- ----------- ------ --- -------------- ------ - - »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -----------------w------.-.---.--.-.--.-------.--=-----.-.--.----.---.-.-.--, ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) - 10.86 RAINFALL INTENSITY (INCH./HOUR) - 3.33 TOTAL STREAM AREA (ACRES) - 2.71 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 7.92 ., .....................................'.-... ........................ FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE - 2 ---------------------------------------------------------------------------- --=»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< .--....-----••---------------`----`-`----`-----------------.-.--...-..... ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC - K•C(LENGTH"3)/(ELEVATION CRANGE) ] ".2 INITIAL SUBAREA FLOW-LENGTH - 320.00 UPSTREAM ELEVATION - 1040.50 DOWNSTREAM ELEVATION - 1029.00 ' ELEVATION DIFFERENCE - 11.5D TC - .303`C( 320.00••3)/( 11.50)1•• .2 - 5.923 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.641 SOIL CLASSIFICATION IS "B" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8834 SUBAREA RUNOFF(CFS) - 3.32 TOTAL AREA(ACRES) - .81 TOTAL RUNOFF(CFS) - 3.32 ' ••• • •-•FLOW•PROCESS FROM NODE 1.20-TONODE•••'-2_00'IS•CODE-_- -9-••-•--••••• »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< ' _-i===USING-USER-SPECIFIED-PIPESIZE««< -----------------------------------"----.-.-. DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.9 UPSTREAM NODE ELEVATION - 1027.50 ' DOWNSTREAM NODE ELEVATION - 1025.00 FLOWLENGTH(FEET) - 195.00 MANNINGS N - .012 GIVEN PIPE DIAMETER(INCR) - 12.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 3.32 ' TRAVEL TIME(MIN.) - .55 TC(MIN.) - 6.48 ............................................................................ FLOW PROCESS FROM NODE 1.20 TO NODE 2.00 IS CODE - 1 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 6.48 RAINFALL INTENSITY (INCH./HOUR) 4.42 TOTAL STREAM AREA (ACRES) - .81 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 3.32 ' CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 ---------------------------------------------------------------------------- 1 7.92 10.86 3.326 2 3.32 6.48 4.418 ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 10.42 8.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .' RUNOFF(CFS) - 10.42 TIME(MINUTES) 10.860 TOTAL AREA(ACRES) - 3.52 e--'- END OF RATIONAL METHOD ANALYSIS 9 1 10 YEAR-DEVELOPED CONDITION ---------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL d WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL -------------------------=-------------------------------------------------- «««««««««««««««««««»»»»»»»»»»»»»»»»>»»> (C) Copyright 1982,1986 Advanced Engineering Software [AES) '•DESCRIPTION OF RESULTS•••'••.. .........................•......... RELIANCE CHURCH • DEVELOPED 10 YEAR STORM 1 ...................................... ......................,......... ____________________________________________________________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _____________________________________________________________ USER SPECIFIED STORM EVENT(YEAR) - 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) - 12.00 ' SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE - .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.360 10-YEAR STORM 60-MINUTE INTENSITY.(INCH/HOUR) - .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) - 1.300 ' SLOPE OF 10-YEAR INTENSITY-DURATION CURVE - .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE - .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 10.00 1-HOUR INTENSITY(INCH/HOUR) - .8888 ' SLOPE OF INTENSITY DURATION CURVE - .5506 RCFC6WCD HYDROLOGY MANUAL "C"-VALUES USED ' Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 «««««««««««««««««««»»»»»»»»»»»»»»>»»»»> ............................................................................ --FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 2 _-------__---_----_____----________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' --------------------------------------------------------- ---------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K•[(LENGTH••3)/(ELEVATION CHANGE))11.2 INITIAL SUBAREA FLOW-LENGTH = 870.00 ' UPSTREAM ELEVATION - 1040.15 DOWNSTREAM ELEVATION - 1029.00 ELEVATION DIFFERENCE - 11.15 TC = .303'1 ( 870.00•13)/( 11.15) ] •• .2 - 10.860 ' 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.278 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8716 SUBAREA RUNOFF(CFS) - 5.38 TOTAL AREA(ACRES) = 2.71 TOTAL RUNOFF(CFS) - 5.38 .............................................................I...I...I...... FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 1 1 '____----------------------------"'______________-------------------------- >>>>DESIGNATE ««INDEPENDENT STREAM FOR CONFLUENCE < > - •-----------------------`---------_------`-_`---`-----` CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '! 10 i iTIME OF CONCENTRATION(MINUTES) - 10.86 RAINFALL INTENSITY (INCH./HOUR) - 2.26 TOTAL STREAM AREA (ACRES) - 2.71 iTOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 5.36 ......:........................................................ ............. FLOW PROCESSFROMNODE1_10TONODE1_20 IS CODE 2 _ - - ----- - - - --- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -----------=---------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM i DEVELOPMENT IS COMMERCIAL TC - K'[(LENGTH"3)/(ELEVATION CHANGE) ]".2 INITIAL SUBAREA FLOW-LENGTH - 320.00 UPSTREAM ELEVATION - 1040.50 DOWNSTREAM ELEVATION - 1029.00 ELEVATION DIFFERENCE - 11.50 TC - .303'.[ ( 320.00"3)/( 11.50)1'•.2 - 5.923 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.180 SOIL CLASSIFICATION IS "B" i COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8777 SUBAREA RUNOFF(CFS) - 2.26 TOTAL AREA(ACRES) - •81 TOTAL RUNOFF(CFS) - 2.26 1 ...................................................:........................ FLOW PROCESS FROM NODE 1.20 TO NODE 2.00 IS CODE - 4 ____________________________________________________________________________ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< i >>>>>USING USE-SPECIFIED PIPESIZE««< a '------------------------------------------------------ DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 5.4 i UPSTREAM NODE ELEVATION - 1027.50 DOWNSTREAM NODE ELEVATION - 1025.00 FLOWLENGTH(FEET) - 195.00 MANNINGS N - .012 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 2.26 iTRAVEL. TIME(MIN.) - .60 TC(MIN.) - 6.52 ............................................................................ ' FLOW PROCESS FROM NODE 1.20 TO NODE 2.00 IS CODE - 1 _________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----- ---------•----•--- ----------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) - 6.52 RAINFALL INTENSITY (INCH./HOUR) - 3.02 TOTAL STREAM AREA (ACRES) - .81 i TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 2.26 CONFLUENCE INFORMATION: ,STREAM RUNOFF TIME INTENSITY i --NUMBER (CFS) __ _(MIN_) (INCH/HOUR) ______-___ ________________________________________________ 1 5.38 10.06 2.278 2 2.26 6.52 3.015 i RAINFALL .INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 7.09 5.49 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) - 7.09 TIME(MINUTES) 10.860 TOTAL AREA(ACRES) - 3.52 ------------------------w-------------------------------------`------------- END OF RATIONAL METHOD ANALYSIS i 1 >> i i SANTIAGO ROAD 1 STORM DRAIN IMPROVEMENT PLAN HYDRAULIC CALCULATIONS 1 1 1 1 i i 1 1 1 i 1 1 1 1 12 SCENARIO 1 100 YEAR HGL CHECK ON TRACT 20S91(1985)APPROVED STORM DRAIN IMPROVEMENT PLAN FILE: X30SD.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time:12:53: 2 SANTIAGO ROAD EXISTING 30 INCH SD BY HLC .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Vel I Energy I Super ICriticallFlow Topl Height/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. l Elev I Depth I Width IDia.-FTlor I.D. ) ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 749.740 1019.740 2.500 1022.240 49.00 9.98 1.55 1023.79 .00 2.29 .00 2.500 .000 .00 1 .0 186.130 .0043 .0143 2.66 2.50 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I EXCBIB' 935.870 1020.540 4.356 1024.896 49.00 9.98 1.55 1026.44 .00 2.29 .00 2.500 .000 .00 1 .0 LATERAL -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0050 .0136 .03 4.36 .00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 937.870 1020.550 4.665 1025.215 46.50 9.47 1.39 1026.61 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 62.130 .0043 .0129 .80 4.67 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I EX MH Hl 1000.000 1020.820 -5.369 1026.289 46.50 9.47 1.39 1027.58 .00 2.25 .00 2.500 .000 .00 1 .0 10.00 RIM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- EL 1027.21 48.120 .0148 .0129 .62 5.37 .00 1.91 .013 .00 .00 PIPE I I I I I I I I I I I I I 1048.120 1021.530 5.277 1026.807 46.50 9.47 1.39 1028.20 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 64.730 .0188 .0129 .83 .00 .00 1.73 .013 .00 .00 PIPE I I I I I I I I I I I I I 1112.850 1022.750 5.077 1027.827 46.50 9.47 1.39 1029.22 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -i- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.740 .0145 .0129 .27 5.08 .00 1.93 .013 .00 .00 PIPE I I I I I I I I I I I I I 'EX MH N2 1133.590 1023.050 5.044 1028.094 46.50 9.47 1.39 1029.49 .00 2.25 .00 2.500 .000 .00 1 .0 11+36.42 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1 1- RIM EL 1028.45 JUNCT STR .1223 .0069 .03 5.04 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1138.250 1023.620 6.408 1030.028 6.60 2.10 .07 1030.10 .00 .91 .00 2.000 .000 .00 1 .0 284.710 .0036 .0009 .24 6.41 .00 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1422.960 1024.640 5.631 1030.271 6.60 3.73 .22 1030.49 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.000 .2900 .0039 .01 5.63 .00 .35 .013 .00 .00 PIPE w SCENARIO 1 100 YEAR_HGL CHECK ON TRACT 20591 (1985)APPROVED STORM DRAIN IMPROVEMENT PLAN FILE: X30SD.WSW W .S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time:12:53: 2 SANTIAGO ROAD EXISTING 30 INCH SO BY 'HLC • • • ......... ........................ • •• ••'., •• •• .......... ••, • • IInvert I'•Depth I••Water I O • IVelVelI Energy I•Super Icri CiCall Flow ToplHeight/lOaseWtI INOWth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTlor I.D. I ZL IPrs/Pip -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Falll ZR IType Ch E%MH p3 I •• I I I I I I I 1 I •• 'I •• I ,• I 1424.960 1025.220 5.091 1030.311 6.60 3.73 .22 1030.53 .00 .99 :00 1.500 .000 .00 1 .0 14-24.96 -I- -I- -I- -I- -I— -I- -1- -I- -I- -I- -I— -I- -I- I- 40.320 .0404 .0039 .16 5.09 .00 .58 .013 .00 .00 PIPE I I I I I I I I I I I I I 1465.280 1026.850 3.620 1030.470 6.60 3.73 .22 1030.69 .00 .99 .00 1.500 .000 .00 1 .0 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- A r ■� r r r r r r �r �Ir alp r r� r r r �r r r� SCENARIO 2 EXISTING DEVLEOPED 100 YEAR ON-SITE ADDED TO 100 YEAR DESIGN FLOW FILE: ASIS30SD.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 3:23: 5 RELIANCE CHURCH WITH NEW 18 CONNECTION AND PRESENT DAY Q100 ADDED BY HLC +++++.«+++w«+.ww.+++w++«ww.+w.w«++www.x.wwwwxww.w wwwx+ww.x+ww.«x wwrwxwww xwxww wxw ww wxw.w xww..wwwww+wwxxxx+.w:.wxwwwx wx wwxxw wx www www I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Falll ZR IType Ch •wwwwww ww 1.wxwwwwwwlxw+.wxw+l+wx+++ww+1w«w«+wwwwl w«•«+«+I+.www++lww++.«x ww l.ww«.ww lxwww wx w.lx+..wxwwlxww+wwwlwx.ww.xl.w.w. Iw«..www I I I I I I I I I I I I I 749.740 1019.740 2.500 1022.240 54.72 11.15 1.93 1024.17 .00 2.35 .00 2.500 .000 .00 1 .0 -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 47.260 .0044 .0178 .84 2.50 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I PROPOSED 18" 797.000 1019.946 3.135 1023.081 54.72 11.15 1.93 1025.01 .00 2.35 .00 2.500 .000 .00 1 .0 LATERAL -I- -I- -I- -I- -I- -I.- -I- -i- -I- -I- -I- -I- -I- (- CONNECTION JUNCT SIR .0019 .0160 .05 3.14 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 799.870 1019.950 3.859 1023.809 49.00 9.98 1.55 1025.36 .00 2.29 .00 2.500 .000 .00 1 .0 136.000 .0043 .0143 1.94 3.86 .00 2.50 .013 .00 .00 PIPE I I I I I I I I i I I I I EX CB 18" 935.870 1020.540 5,210 1025.750 49.00 9.98 1.55 1027.30 .00 2.29 .00 2.500 .000 .00 1 .0 LATERAL .013-1- -1- -1- -1- -1- -1- 6 .03 5.21 .00 .013 .00 1- -1- -1- -1- -1- -1- 01- 1- JUNCT STR .0050 .00 PIPE I I I I I I I I I I I I I 937.870 1020.550 5.519 1026.069 46.50 9.47 1.39 1027.46 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 62.130 .0043 .0129 .80 5.52 .00 2.50 .013 .00 .00 PIPE EX MH N1 1 1 1 1 1 1 1 1 1 1 1 1 1 10+00 RIM 1000.000 1020.820 6.222 1027.C42 46.50 9.47 1.39 1028.44 .00 2.25 .00 2.500 .DOO .00 1 .0 EL 1027.21 48.120 .0148 .0129 1- -1- -I- -1- -1- -1- 9 .62 6.22 1- -1- .00 1.91 .013 .00 1- -1- -1- -1- 01- 1- .00 PIPE I I I I I I I I I I I 1 1 1048.120 1021.530 6.131 1027.661 46.50 9.47 1.39 1029.05 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 64.730 .0188 .0129 .83 .00 .00 1.73 .013 .00 .00 PIPE I I I I I I I I I I I I I 1112.850 1022.750 5.931 1028.681 46.50 9.47 1.39 1030.07 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2D.740 .0145 .0129 .27 5.93 .00 2.93 .013 .00 .00 PIPE I I I I I I I I I I I I I EX MH#2 1133.590 1023.050 5.897 1028.947 46.50 9.47 1.39 1030.34 .00 2.25 .00 2.500 .000 .00 1 .0 11+36.42 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 414 M EL 1028.45 JUNCT SIR .1223 .0069 .03 5.90 .00 .013 .00 .00 PIPE SCENARIO 2 EXISTING DEVLEOPED 100 YEAR ON-SITE ADDED TO 100 YEAR DESIGN FLOW FILE: ASIS30SD.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 3:23: 5 RELIANCE CHURCH WITH NEW 18 CONNECTION AND PRESENT DAY 0100 ADDED BY HLC •• .............................. •• •' .... ••• ••••• I Invert •I••Depth I Water IQ I Vel••••• •• •• •Vel I Energy 1•SuperICriticallFlow•ToplHeight/IBase•Wtl••`•' INo WLh• Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elea ICh Slope I I I I SF Avel HF ISE DpthlFroude NI Norm Dp I "N" I X-Falll ZR IType Ch 1138.250 1023.620 7.262 1030.882 6.60 2.10 .07 1030.95 .00 .91 .00 2.000 .000 .00 1 .0 284.710 .0036 .0009 .24 7.26 .00 .99 .013 .00 .00 PIPE I I I I I I I I I I I I I 1422.960 1024.640 6.484 1031.124 6.60 3.73 .22 1031.34 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- -I- I- 2.000 .2900 .0039 .01 6.48 .00 .35 .013 .00 .00 PIPE I I I I I I I I I I I I I E%MH p3 1424.960 1025.220 5.944 1031 .164 6.60 3.73 .22 1031.38 .00 .99 .00 .1.500 .000 .00 1 .0 - RIM E11035.00 40.320 .0404 .0039 .16 5.94 .00 .58 .013 .00 .00 PIPE I I I I I I I I I I I I I 1465.280 1026.850 4.474 1031.323 6.60 3.73 .22 1031.54 .00 .99 .00 1.500 .000 .00 1 .0 rn SCENARIO 3 PROPOSED DEVLEOPED 10 YEAR ON-SITE ADDED TO 100 YEAR DESIGN FLOW FILE: IOYRSD-.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 4:52:26 RELIANCE CHURCH WITH NEW 18 CONNECTION AND PROPOSED TEN YEAR BY HLC I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/]Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth Width 1Dia.-FTlor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 749.740 1019.740 2.500 1022.240 56.22 11.45 2.04 1024.28 .00 2.37 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 47.260 .0044 .0188 .89 2.50 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 797.000 1019.946 3.182 1023.128 56.22 11.45 2.04 1025.16 .00 2.37 .00 2.500 .000 .00 1 .0 PROPOSED 18' -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- LATERAL UNCT SIR .0014 .0165 .05 3.18 .00 .013 .00 .00 PIPE CONNECTION I I I I I I I I I I I 1 1 799.870 1019.950 4.072 1024.022 49.00 9.98 1.55 1025.57 .00 2.29 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 136.000 .0043 .0143 1.94 4.07 .00 2.50 .013 .00 .00 PIPE I I I I 1 1 1 1 I I I 1 1 935.870 1020.540 5.423 1025.963 49.00 9.98 1.55 1027.51 .00 2.29 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- EX CB 18" JUNCT SIR .0050 .0136 .03 5.42 .00 .013 .00 .00 PIPE LATERAL I I I I I I I I I I I 1 1 937.870 1020.550 5.732 1026.282 46.50 9.47 1.39 1027.68 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 62.130 .0043 .0129 .80 5.73 .00 2.50 .013 .00 .00 PIPE EX MH N1 I I I I I I I I I I I I I 1000.000 1020.820 6.436 1027.256 46.50 9.47 1.39 1028.65 .00 2.25 .00 2.500 .000 .00 1 .0 10+00 RIM -1- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- EL1027.21 48.120 .0148 .0129 .62 6.44 .00 1.91 .013 .00 .00 PIPE I I I I I I I I I I I I 1048.120 1021.530 6.344 1027.874 46.50 9.47 1.39 1029.27 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- 64.730 .0188 .0129 .83 .00 .00 1.73 .013 .00 .00 PIPE I I I I I I I I I I I I I 1112.850 1022.750 6.144 1028.894 46.50 9.47 1.39 1030.29 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.740 .0145 .0129 .27 6.14 .00 1.93 .013 .00 .00 PIPE I I I I I I I I I I I I i 'EX MH M2 1133.590 1023.050 6.111 1029.161 46.50 9.47 1.39 1030.55 .00 2.25 .00 2.500 .000 .00 1 .0 11+36.42 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- RIM EL1028.45 1UNCT STR .1223 .0069 .03 6.11 .00 .013 .00 .00 PIPE REPLACE EXISTING MH COVER WITH PRESSURE TYPE COVER PER RCFC SCENARIO 3 PROPOSED DEVLEOPED 10 YEAR ON-SITE ADDED TO 100 YEAR DESIGN FLOW FILE: IOYRSD.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 4:52:26 RELIANCE CHURCH WITH NEW 18 CONNECTION AND PROPOSED TEN YEAR. BY HLC •• •• •••• •, .........I. Invert••I••Depth•I Water IQ ........ •' ••••• •' • • • • • I VelVel I••Energy I•Super•ICriticallFlowToplHeighC/l BaseWtl INOWLh Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.El. l Elev I Depth I Width IDia.-FTlor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -1- -I L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 1138.250 1023.620 7.475 1031 .095 6.60 2.10 .07 1031.16 .00 .91 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 284.710 .0036 .0009 .24 7.48 .00 .99 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1422.960 1024.640 6.698 1031.338 6.60 3.73 .22 1031.55 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.060 .2900 .0039 .01 6.70 .00 .35 .013 .00 .00 PIPE E%MH p3 I I I I I I I I I I I I I 1424.960 1025.220 6.158 1031.378 6.60 3.73 .22 1031.59 .00 .99 .00 1.500 .000 .00 1 .0 14.24.96 -1- -I- -1- -I- -1- -1- -I' -I- -I- -I- '-I- -I- -I- T- RIM EL 1035.00 40.320 .0404 .0039 .16 6.16 .00 .58 .013 .00 .00 PIPE I I I I I I I I I I I I I 1465.280 1026.850 4.687 1031.537 6.60 3.73 .22 1031.75 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- m SCENARIO 4 PROPOSED DEVLEOPED 100 YEAR ON-SITE ADDED TO 100 YEAR STORM DRAIN DESIGN FLOW FILE: DEV30SD.WSW W S 'r G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 2:36:27 RELIANCE CHURCH WITH NEW 18 CONNECTION INTO EX 30 INCH SD BY HLC I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lease Wt1 INo Wth Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDid.-FTlor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I i I I SF Avel HE ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 749.140 1019.740 2.500 1022.240 59.62 12.15 2.29 1024.53 .00 2.39 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 47.260 .0044 .0211 1.00 2.50 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 797.000 1019.946 3.293 1023.238 59.62 12.15 2.29 1025.53 .00 2.39 .00 2.500 .000 .00 1 .0 PROPOSED 18. -1- -1- -I- -I- -1- -1- -1- -1- -I- -1- -1- -I- -1- 1- LATERAL JUNCT STR .0014 .0177 .05 3.29 .00 .013 .00 .00 PIPE CONNECTION 799.870 1019.950 9.541 1024.490 99.00 9.98 1.55 1026.09 .00 2.29 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 136.000 .0043 .0143 1.94 4.54 .00 2.50 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 935.870 1020.540 5.891 1026.431 49.00 9.98 1.55 1027.98 .00 2.29 .00 2.500 .000 .00 1 .0 EX C818" -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- LATERAL JUNCT SIR .0050 .0136 .03 5.89 .00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 937.870 1020.550 6.200 1026.750 46.50 9.47 1.39 1028.14 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 62.130 .0043 .0129 .80 6.20 .00 2.50 .013 .00 .00 PIPE EX MH #1 1 1 1 1 1 1 1 1 1 1 1 1 1 10#OORIM 1000.000 1020.820 6.904 1027.724 46.50 9.47 1.39 1029.12 .00 2.25 .00 2.500 .000 .00 1 .0 EL 1027.21 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 98.120 .0148 .0129 .62 6.90 .00 1.91 .013 .00 .00 PIPE I I I I I I I I I I I I I 1048.120 1021.530 6.812 1028.342 46.50 9.47 1.39 1029.74 .00 2.25 .00 2.500 .000 .00 1 .0 64.730 .0188 .0129 .83 .00 .00 1.73 .013 .00 .00 PIPE I I I I I I I I I I I I I 1112.850 1022.750 6.612 1029.362 46.50 9.47 1.39 1030.76 .00 2.25 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.740 .0145 .0129 .27 6.61 .00 1.93 .013 .00 .00 PIPE I I I I I I I I I I I I I 'EX MH#2 1133.590 1023.050 6.579 1029.629 46.50 9.47 1.39 1031.02 .00 2.25 .00 2.500 .000 .00 1 .0 11+36.42 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- T- RIM EL 1028.45 CT STR .1223 .0069 .03 6.58 .00 .013 .00 .00 PIPE *REPLACE EXISTING MH COVER WITH PRESSURE TYPE COVER PER RCFC SCENAR104 PROPOSED DEVLEOPED 100 YEAR ON-SITE ADDED TO 100 YEAR STORM DRAIN DESIGN FLOW FILE: DEV30SD.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-30-2015 Time: 2:36:27 RELIANCE CHURCH WITH NEW 18 CONNECTION INTO E% 30 INCH SO BY HLC .......................................................................................................................... ........ I Invert I Depth I Water I Q I Val Val I Energy I Super ICriticallFlow ToplHeight/[Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS). I (FPS) Head I Grd.E1. l Elev I Depth I Width 1Dia.-FTlor I.D. 1 ZL IPrs/Pip -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm Dp I "N" I %-Falll ZR IType Ch I I I I I I I I I I I I I 1138.250 1023.620 7.943 1031.563 6.60 2.10 .07 1031.63 .00 .91 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- I- 284.710 .0036 .0009 .24 7.94 .00 .99 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1422.960 1024.640 7.166 1031.806 6.60 3.73 .22 1032.02 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- .-I- -I- -I- -I -I- -I- -I- -I- -I- -I- -I- I- 2.000 .2900 .0039 .01 7.17 .00 .35 .013 .00 .00 PIPE EX MHN I I I I I I I I I I I 1 1 314-24.96 1424.960 1025.220 6.626 1031.846 6.60 3.73 .22 1032.06 .00 .99 .00 1.500 .000 .00 1 .0 RIM EL 1035.00 -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 40.320 .0404 .0039 .16 6.63 .00 .58 .013 .00 .00 PIPE I I I I I I I I I I I I I 1465.230 1026.850 5.155 1032.005 6.60 3.73 .22 1032.22 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- N O 1 ' LINE-A HYDRAULIC CALCULATIONS 1 1 1 1 1 1 1 1 1 1 i ' 21 LINE-A 18 INCH LATERAL HYDRAULIC CALCULATIONS FILE: RC-LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-26=2016 Time: 2:16:32 RELIANCE CHURCH LINE A HLC CIVIL ENGINEERING .......................................................................................................................... ........ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticall Flow Topl Height/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. l Elev I Depth I Width IDia.-FTlor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Falll ZR IType Ch I I I I I I I 1 I I I I I 1002.000 1020.480 4.420 1024.900 10.62 6.01 .56 1025.46 .00 1.25 .00 1.500 .000 .00 1 .0 -I- -1- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- I- 4.173 .3864 .0102 .04 4.42 .00 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.173 1022.093 2.849 1024.942 10.62 6.01 .56 1025.50 .00 1.25 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1006.173 1022.093 .583 1022.676 10.62 16.72 4.34 1027.01 .00 1.25 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- .147 .3864 .0997 .01 .58 4.47 .41 .013 .00 .60 PIPE I I I I I I I I I I I I I 1006.321 1022.150 .583 1022.733 10.62 16.69 4.32 1027.06 .00 1.25 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.266 .3864 .0933 .12 .58 4.46 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1007.586 1022.639 .605 1023.244 10.62. 15.91 3.93 1027.17 .00 1.25 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.101 .3869 .0820 .09 .61 4.16 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1008.688 1023.064 .627 1023.691 10.62 15.17 3.57 1027.26 .00 1.25 1.48 1.500 .000 .00 1 .0 .960 .3864 .0720 .07 .63 3.89 .41 .013 .00 .00 PIPE I I I I I I I 1 I I I I I 1009.647 1023.435 .650 1024.085 10.62 14.46 3.25 1027.33 .00 1.25 1.49 1.500 .000 .00 1 .0 .839 .3064 .0632 .05 .65 3.63 .41 .013 .00 .60 PIPE I I I I I I I I I I I I I 1010.487 1023.759 .674 1024.433 10.62 13.79 2.95 1027.39 .00 1.25 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .736 .3864 .0556 .04 .67 3.38 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1011.223 1024.044 .699 1024.743 10.62 13.15 2.68 1027.43 .00 1.25 1.50 1.500 .000 .00 1 .0 N .646 .3864 .0489 .03 .70 3.15 .41 .013 .00 .00 PIPE FILE: RC-LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial .Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-26-2016 Time: 2:16:32 RELIANCE CHURCH LINE A HLC CIVIL ENGINEERING ............... • • •• •• ........ •• •• ... .... •• •.••• •• •• • • • • • ••••. • I Invert I Depth I Water I Q I Val Vel I Energy ISuperICriticallFloxToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF.Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 1011.86E 1024.293 .725 1025.018 10.62 12.54 2.44 1027.46 .00 1.25 1.50 1.500 .000 .00 1 .0 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- I- .564 .3864 .0430 .02 .73 2.94 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.433 1024.511 .753 1025.265 10.62 11.95 2.22 1027.48 .00 1.25 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .495 .3864 .0379 .02 .75 2.74 .41 .013 .00 .00 PIPE 1 I I I I I I I I I I I I 1012.928 1024.703 .782 1025.485 10.62 11.40 2.02 1027.50 .00 1.25. 1.50 1.500 .000 .00 1 .0 -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .434 .3864 .0334 .01 .78 2.55 .41 .013 .00 .00 PIPE I 1 I I I I I I I I I I i 1013.363 1024.871 .812 1025.683 10.62 10.87 1.83 1027.52 .00 1.25 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .377 .3864 .0295 .01 .81 2.37 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1013.740 1025.016 .844 1025.861 10.62 10.36 1.67 1027.53 .00 1.25 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .326 .3864 .0260 .01 .84 2.20 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.066 1025.142 .878 1026.021 10.62 9.88 1.52 1027.54 .00 1.25 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .283 .3864 .0230 .01 .B8 2.04 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.349 1025.252 .913 1026.165 10.62 9.42 1.38 1027.54 .00 1.25 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .238 .3864 .0204 .00 .91 1.89 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.587 1025.344 .951 1026.295 10.62 8.98 1.25 1027.55 .00 1.25 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .198 .3364 .0181 .00 .95 1.75 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.785 1025.420 .992 1026.412 10.62 8.56 1.14 1027.55 .00 1.25 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- I- .163 .3864 .0161 .00 .99 1.61 .41 .013 .00 .00 PIPE N W FILE: RC-LINE-A.WSW W S P G W - CIVILDESIGN Version 14.O6 PAGE 3 Program Package Serial Number: 1697 WATER SURFACE PROFILE LISTING Date: 6-26-2016 Time: 2:16:32 RELIANCE CHURCH LINE A HLC CIVIL ENGINEERING ............ ••' •••• • •• • •• • .... .... •• •••' •• •' ' ' • ••'•I Invert I•.Depth I Water I Q I Vel Vel I Energy ISuper•ICriticall Flow Topl Height/IBase Wtl INo Wth• Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Gcd.El. 1 Elev I Depth I Width IDia.-FTlor I.D. 1 ZL IPts/Pip -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I x-Fa111 ZR IType Ch I I I I I I I I I I I I I .1014.948 1025.483 1.035 1026.518 10.62 8.16 1.03 1027.55 .00 1.25 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- I- .129 .3864 .0143 .00 1.04. 1.49 .41 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 1015.077 1025.533 1.081 1026.614 10.62 7.78 .94 1027.56 .00 1.25 1.35 1.500 000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .092 .3864 .0128 .00 1.08 1.36 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.170 1025.569 1.132 1026.701. 10.62 7.42 .86 1027.56 .00 1.25 1.29 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- .061 .3864 .0115 .00 1.13 1.24 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.230 1025.592 1.187 1026.780 10.62 7.08 .78 1027.56 .00 1.25 1.22 1.500 .000 .00 1 .0 .020 .3864 .0104 .00 1.19 1.12 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.250 1025.600 1.251 1026.85 N A 1 1 LOW FLOW WQMP ORIFICE HYDRAULIC 1 CALCULATIONS 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 25 1 LOW FLOW WQMP ORIFICE HYDRAULIC ' CALCULATIONS ' I RA t no A DAVCUEH M7[D A p - I lo' PVC w PIPE N� Yis�sra.� cr. Ir Pvc PIPE 10 wew 5 nL7fR 07ACIUTY 30'X30 DROP INLET ' DETAIL NOT TO SCALE C = OILS =� •� � ' cC3 _ �z •z �P1 f/� d.3� • Z LU 47 o c, wJii /14vr� ' 26 III N U 6 L L-7 1038.0� s LEGEND \ Z NODE ELEVATION NODE NUMBER IFS w" 1100. STORM DRAIN INVERT ELEVATION a FLOW DIRECTION O N T DRAINAGE BOUNDARY Z Y Z • rR 20591 .��pp z j o L EX. 30 SD \ .�'� I! 4 w - z 4 Q 0.51 AC DRAINAGE AREA i / MEi59/Z2-2�i �S ( , �� m yX� • I� 1" 1040.10 I�� '' w W o Q10=1.46cfs 100 YEAR STORM RUNOFF Z ao�55Fs Q100=2.62Cf$ 10 YEAR STORM RUNOFF I W DA=0.4_8_AC NIVM OV "X3 G Od 'X3 XIVM 3VX3 or C34. will 41F5 t pug Ili v �I a N�,D / 1 U S ��^ x3 �- ^Z I I I � ��♦ I (\S Oct DA-0.60 AC00 000,010 /. xi L x> �oi1 �_ Y 411�� I � I '3 P I� O� �' i � r ,. w � i W �� EXISTING BUILDINGw o w W I /( W N `' u 1 I 00 z J I �`n o / '' ./ 1029. X ; t Malmo J� mom 3dVOSCNV X3 P --�-ems'- ;— x3 — 40 \ �^ 1040.60 1' o a3s t va1 . p� � t EXIST. I Q FROM _ tiC 1 I 4 PROJE , 1 T t :Nil 321I3 8 X I I- I t I - y jII ao> _1 �� 3.'I •lai3 .8 "X3 ! j Q10=3.53cfs Ex I I i I- 1 � a b=5.71cf S ; Z i ► Y I i DA-1.09 AC U 1 I t 1 z I I z alv 4 `�, 3043 tS1AVl X3 1 � 003 SSVL10 X3 I N _N N — ( —— - -- lH-=X3 d � Ex �' rpRAGE W ;O , J DA-0.82 AClIn ❑ CONTAINED Ij Uw EX (l� STORAGE NTAI I tt ' CO 1 ! I •1'� 'J F^�'o\tea I N CDI E 30 SD' ^ IZ II O EXISTING BUILDING r 1'f II Y I c• I I CIAWS j!II V 3Nn aw Alt II!I tutor .or zs ol'a Nny '/'jp N .8r 1SNl 00'y0+$ I o I ! 1029.IN I o ro 3. I WNW 970,PORCH , s 18 2cf Q A -- EXISTING BUILDING fill 1'I 1038.0 i1 I � OEM aft rim `� ' r� s EEMAN&M06AIIIIM.�. EE r.�a� Cii AiNLiNK HILNUt � r / \1 L eac�y tL cor 9 eanO x3 7H. 20591 u o� u M 9/22 24 o n U __ U OWNER RELIANCE CHURCH CONTACT. SCOTT LOSEE 29825 SANTIAGO RAOD TEMECULA, CA 92592 z (951) 533-4931 DATE REVISIONS CITY OF TEMECULA GRAPHIC SCALE RELIANCE CHURCH 30 ° 15 30 60 PRE-DEVELOPPEMENT - - Awciviz Engineering MAP SCALE: 1" = 30' 39281 VIA CADIZ HYDROLOGY MURRIETA CA 92563 (951) 640-0957 PA15-0583 PREPARED DATED: JUNE 25 2015 LEGEND NODE ELEVATION 1 NODE NUMBER 1040 STORM DRAIN INVERT ELEVATION FLOW DIRECTION DRAINAGE BOUNDARY 3.52 AC DRAINAGE AREA Q1O=X.XXCfS 100 YEAR STORM RUNOFF II , 1 / Q OO=X.XXCfs 10 YEAR STORM RUNOFF / / / / / hi 1 � � / 1040.15 ' i — — N mil— 1 LOT r I I TR.2,"9i II / I III 102910 EX�NIX(1 II 1I"j 11I I1 iII I1 I I I�II'I1 II1 IIIi.I II 3jI 0is+"sNwz D' \� �10�4050 �. I-� Z It i it TIE, i 1� NR � 2' Li 1 7 E 44 DAm2.7 PROP. 8" LA CONNECT INTO EX ! 30" D 7Q100 cfs _T Q100=10�2cfs 10=5.38cf INTO EX�3 S X 100=7/92cf 1029.0 9122-24 I i;i'kI- I SD_I 1-7 _ _\ I I,i iI I i ti!I II Ilb I1, I51 II I I ' 5 iI I I I I'I i , I, iIt iI Jp , N o � OWNER RELIANCE CHURCH Z Bwcivii Engineerin CONTACT: SCOT T LO S EE 39281 VA CADIZ 29825 SANTIAGO RAOD MURRIETA CA 92563 TEMECULA, CA 92592 GRAPHIC SCAM (951) 640-0957 (951) 533-4931 30 0 15 30 60 DATE REVISIONS CITY OF TEMECULA RELIANCE CHURCH SCALE: 1" 30' POST-DEVELOPPEMENT HYDROLOGY MAP PA15-0583II PREPARED DATED: JUNE 25, 2016 I i i