Loading...
HomeMy WebLinkAboutHYDROLOGY STUDY FOR PARADISE CHEVROLET PGP 6-23-1997 1 C,k k. \ x � �i �..�-r$ 4-S^''' .`�:a t��.` •�.+7�Ttt�E �� '�� � '",�'3`a.��' sfy �_ } � � a ' cay >.: A..,., .s...�, ;..a= _ -..::- =` '' _r•3 x..,it«., _.�._. ,..�.,...__ <.z.-Az,... ,,..'.r a;sr_. ".�.." ark...y3.�:,ia1rc-TE` prepared for: PARADISE CHEVROLET PRECISE GRADING PLANS PROJECT: Paradise Chevrolet ADDRESS: Casino Drive City of Lake Elsinore, County of Riverside, California Qot�ss�r ,�, REFERENCE: TENT. TRACT NO. 28552 A. DATE. June 23, 1997 -23971 „p 123 prepared by: , �`^� ,��v`,t.,..S. `aid=.—�1a►:.ds�.£�� iAdrel YisiMw=.. � �.r� —' Y'i_M t- `"Y 1100 S. COAST HWY.,#211 LAGUNA BEACH,CA 92651 IC-2337 i I' ph: 714.376.6407 Exp. 12-31-97 fax: 714.376.6417 � � o RICHARD A. MOORE, RCE 23971 DATE page 1.0 Discussion.....................................................................................................1-3 1.1 Purpose................................................................................................................1 1.2 Site Description.................................................................................................1-2 Drainage Pattern Runoff Patterns 1.3 Methodology.......................................................................................................2 Assumptions and Design Criteria Reference Plans 1.4 Summary.............................................................................................................3 2.0 Location Map...................................................................................................4 3.0 Hydrology Map................................................................................................5 4.0 Rational Method Study................................................................................6-11 4.1 25-Year ............................................................................................................6-11 5.0 Storm Drain Hydraulics..............................................................................12-24 5.1 Catch Basin Inlet#1 Capacity Calculation........................................................12 5.2 Catch Basin Inlet#2 Capacity Calculation........................................................13 5.3 WSPG Input File - Line "A................................................................................14 5.4 WSPG Edit File - Line "A..................................................................................15 5.5 WSPG Output File - Line "A.. ........................................................................16-17 5.6 WSPG Input File —Exist. Storm Drain .............................................................18 5.7 WSPG Edit File—Exist. Storm Drain...............................................................19 5.8 WSPG Output File—Exist. Storm Drain........................................................20-21 5.9 WSPG Input File - Line "B.. ..............................................................................22 5.10 WSPG Edit File - Line "B..................................................................................23 5.11 WSPG Output File- Line "B.. ...........................................................................24 23 011hydro\pg_hydro1ogy report.doc 11 .. 7 + T yx 1.1 Purpose The purpose of this study is to determine the storm runoff from the proposed site after the site is precise-graded per proposed plans submitted by MCE Consultants. The rough grading for the site has been completed and now this study is in anticipation of the ultimate development of the site with a car dealership constructed on the northerly 6 acres. The hydrology and hydraulics of the new improvements will be evaluated. As stated in the hydrology report for the rough-grading, the southerly portion of the entire 10-acre site was graded to create a flat pad as a borrow site for the northerly portion. The southerly pad drains via overland flow into a desilting basin that outlets into the San Jacinto River, which abuts the property to the south. The property also abuts the I-15 to the east. A portion of runoff from this freeway flows onto our site. This runoff was studied in the aforementioned previous report and is intercepted by a storm drain and carried to an existing 36" CMP at Casino Drive. The remainder of the site will drain via overland flow into two on-site proposed catch basins and also into two proposed undersidewalk drains that will outlet into Casino Drive. 1.2 Site Description Paradise Chevrolet is proposing to construct two buildings and associated infrastructure (parking and display lots) on the northerly half of the subject property. The project is located on Casino Drive in the City of Lake Elsinore, southerly of Franklin and just northerly of the San Jacinto River. This project is located within the City of Lake Elsinore and is bordered on the north by the an apartment complex presently under construction, on the south by the San Jacinto River, on the east by the I-15, and on the west by Casino Drive (a public street). Drainage Pattern The existing site has been recently rough-graded to provide two large, relatively flat pads. The northerly pad drains to a desilting basin in the southerly corner of the pad and the southerly pad drains to a desilting basin which drains to San Jacinto River. The southerly pad will not be improved at this time and this hydrology report does not study this area. Existing/Proposed Runoff Patterns From the North: With the on-going construction of the apartments to the north of the site, no contributory drainage will occur across this boundary. From the East: There is currently contributory runoff from the 1-15 freeway onto our site. This runoff is now picked up with a newly constructed 18" RCP storm drain that carries it to the existing 36" CMP in Casino Drive. Further runoff onto our site occurs from slopes adjacent to the I-15. 23.011hydrolpg_hydrology report.doc page 1 1.4 Summary The capacity of the catch basins is determined by the U.S. Public Roads chart and the 25- year hydrology (sump condition). The 25-year hydrology gives the maximum flow that CB #1 will need to handle as 3.0 cfs. From the chart it is determined that the catch basin can handle that flow with only 0.39 feet of head. The 25-year hydrology gives the maximum flow that CB #2 will need to handle as 5.7 cfs. From the chart it is determined that the catch basin can handle that flow with only 0.60 feet of head. The capacity of the storm drain lines are determined by analysis of the 25-year hydrology flows. These flows were inputted into WSPG and the output files are included toward the end of this report. For Line "A", the highest water surface elevation in the pipe on site is approximately 1323.6 at CB#1. This creates a situation during a 25-year event of 4.83' of freeboard in CB#1. Industry standard is 0.50'. For Line "B", the highest water surface elevation in the pipe on site is approximately 1319.0 at CB#2. This creates a situation during a 25-year event of 0.60' of freeboard in CB#2. Industry standard is 0.50'. The capacity of the exist. storm drain line was also determined by analysis of the 25-year hydrology flows. From this file, the highest water surface elevation in the pipe on site is approximately 1310.2 at the headwall of the pipe next to the I-15. The nearest proposed surface elevation at this location is approximately 1328.0. In the event of a major event storm, such as a 100-year event, the runoff water will not contribute to flooding of the building. Runoff from the north and west of the site will continue unabated towards Casino Drive along the drive aisles to the west of the buildings and out the site through the northerly driveway. Storm water from the north and east of the site will continue unabated towards Casino Drive along the drive aisles to the east of the buildings and out the site through the southerly driveway. Any water that is ponded at localized low points (catch basins and curb outlets) will eventually back up in the parking spaces and flow over the curbs or out the access driveways and into Casino Drive. 23 01\hydrolpg_hydro1ogy report.doc page 3 LUGONIA cR � SITE a�qM , FRANKLIN LAKESHORE � t � iof 15 LAKE < > ELSINORE V) r Or- 23 01\hydro\pg_hydrology report.doc page 4 1 i • • ' 23 011hydro\pg_hydrology report doc page 5 -- , 4[1 26-YEAR RATIONAL METHOD HYDROLOGY C0mpVTCB PROGRAM BASED 00 RIVERSIDE COUNTY FLOOD CONTROL & waTCB CONSERVATION DISTRICT (BCFCawCD) 1978 HYDROLOGY M80O8L <c> Copyright 1982-95 Advanced Engineering Software (aeo) ner' 1'5A Release Date, 01/01/95 License ID 1426 Analysis prepared by: MCC CONSULTANTS llOO S. Coast Hwy. , #211 Laguna Beach, C8 92651 (714) 376-6407 DESCRIPTION Or STUDY ° PARADISE CHEVR3IET ° ° CASINO DRIVE, LAKE ELSINOR: ° ° 25-YEAR HYDROLOGY ° FILE NAME: C:\7CMP\PG Q25.DAT TIME/DATE OF STUDY: lf:42 6/23/1997 ---------------------------------------------------------------------------- USCB SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- OSEB SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) ~ 12'00 SPECIFIED 9CBCC0T OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE '90 lO-YEAR STORM lO-MINUTE I0TE0SITY(INC8/8OnR) = 2. 320 10-YCA8 STORM 60-MINOTC ImTC0SITY(INCx/u0OB) ~ '980 100-YC&R STORM 10-MI0n7E I0TE0SI7Y(I0C8/8OO8) = 3'730 100-yCAR STORM 60-MI0OTC I0TC0SITy(INC8/80O8) = 1'500 SLOPE OF lO-YEAR INTENSITY-DURATION CURVE ~ .4809628 SLOPE OF lOO-YEAR INTENSITY-DURATION COBnC .6084069 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT ~ 26'00 1-8OUR I0TCNSITY(INCU/ROU8) = 1. 1637 SLOPE OF INTENSITY DURATION CURVE ~ '4855 RCFCaWCD HYDROLOGY MANUAL °C"-VALUES USED NOTE: COMPUTE C00FLDC0CC VALUES ACCORDING TO RCFCaWCD HYDROLOGY M&0n&L AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE l'lO TO NODE 1.20 IS CODE ~ 21 ---------------------------------------------------------------------------- »>»>>RATIO0AL METHOD INITIAL SUBAREA A0ALY3IS«<<«« ASSUMED INITIAL SUBAREA DmImJ0M DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC ~ K° [ (LE0GT8°°3) /(ELCVATIOm CB8NGE} ] °°.2 INITIAL SUBAREA FLOW-LENGTH = 238.00 UPSTREAM ELEVATION ~ 1360'50 DOWNSTREAM ELEVATION 1336.00 ELEVATION DIFFERENCE ~ 24'50 2301m»dm\pg_oydm1ogy,eportdoc page 6 TC = .709* [ ( 230.00**3)/( 24.50) ] **.2 = 9.775 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.809 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6555 SUBAREA RUNOFF(CFS) _ .53 TOTAL AREA(ACRES) _ .29 TOTAL RUNOFF(CFS) _ .53 FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 9 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1336.00 DOWNSTREAM NODE ELEVATION = 1328.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) _ .160 PAVEMENT LIP(FEET) = .010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .08330 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.653 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8745 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 4 .12 AVERAGE FLOWDEPTH(FEET) = .22 FLOODWIDTH(FEET) = 4 .09 "V" GUTTER FLOW TRAVEL TIME(MIN) = 1.21 TC(MIN) = 10. 99 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.51 SUMMED AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 3.04 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .27 FLOODWIDTH (FEET) = 5.34 FLOW VELOCITY(FEET/SEC. ) = 4 .50 DEPTH*VELOCITY = 1.20 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 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 = 525.00 UPSTREAM ELEVATION = 1337.50 DOWNSTREAM ELEVATION = 1329.10 ELEVATION DIFFERENCE = 8.40 TC = .303* [ ( 525.00**3) /( 8.40) ] **.2 = 8.488 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.008 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8767 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 1.85 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 3. 10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2 23 011hydro hydrology report.doc page 7 INITIAL SUBAREA FLOW-LENGTH = 835.00 UPSTREAM ELEVATION = 1362.00 DOWNSTREAM ELEVATION = 1338.20 • ELEVATION DIFFERENCE = 23.80 TC = .303* [ ( 835.00**3) /( 23.80) ] **.2 = 9. 105 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.907 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8762 SUBAREA RUNOFF(CFS) = 6.01 TOTAL AREA(ACRES) = 2.36 TOTAL RUNOFF(CFS) = 6.01 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE«<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 5. 1 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 14 .5 UPSTREAM NODE ELEVATION = 1332.80 DOWNSTREAM NODE ELEVATION = 1315.00 FLOWLENGTH(FEET) = 115.00 MANNING'S N = .015 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.01 TRAVEL TIME(MIN. ) _ .13 TC(MIN. ) = 9.24 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 3.30 TO NODE 3.40 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 1315.00 DOWNSTREAM NODE ELEVATION = 1308.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = .0867 CHANNEL FLOW THRU SUBAREA(CFS) = 6.01 FLOW VELOCITY(FEET/SEC) = 6.49 (PER PLATE D-6.1) TRAVEL TIME(MIN. ) _ . 19 TC(MIN. ) = 9.43 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 3.40 TO NODE 3.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.858 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6586 SUBAREA AREA(ACRES) _ .75 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 7.42 TC(MIN) = 9.43 FLOW PROCESS FROM NODE 3.40 TO NODE 3.50 IS CODE = 4 ---------------------------------------------------------------------------- >»»COMPUTE PIPEFLOW TRAVELTIME THR11 c',llRARFAn -<­ »»>USING USER-SPECIFIED PIPESIZE«<<< 23 01khydrMpg_hydrology report.doc page 8 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 8.3 UPSTREAM NODE ELEVATION = 1308.50 DOWNSTREAM NODE ELEVATION = 1298.90 FLOWLENGTH(FEET) = 445.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.42 TRAVEL TIME(MIN. ) _ .89 TC(MIN. ) = 10.32 FLOW PROCESS FROM NODE 3.50 TO NODE 3.50 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 4 . 10 TO NODE 4 .20 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 = 845.00 UPSTREAM ELEVATION = 1350.00 DOWNSTREAM ELEVATION = 1319.40 ELEVATION DIFFERENCE = 30.60 TC = .303* ( ( 845.00**3) /( 30.60) ] **.2 = 8.721 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2. 968 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8765 SUBAREA RUNOFF(CFS) = 5.72 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 5.72 FLOW PROCESS FROM NODE 4 .20 TO NODE 5.00 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 10.2 UPSTREAM NODE ELEVATION = 1316.40 DOWNSTREAM NODE ELEVATION = 1314.00 FLOWLENGTH(FEET) = 53.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN. ) _ .09 TC(MIN. ) = 8.81 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** 23 01\hydrolpg_hydrology repoR.doc page 9 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5.72 8.81 2.954 2.20 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7.42 10.32 2.735 3.11 +++++++++++++++++++++++++++++++++WARNING++++++++++++++++++++++++++++++++++ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 12.06 8.81 2.954 2 12.72 10.32 2.735 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.72 Tc(MIN. ) = 10.32 TOTAL AREA(ACRES) = 5.31 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 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 = 200.00 UPSTREAM ELEVATION = 1330.30 DOWNSTREAM ELEVATION = 1327.00 ELEVATION DIFFERENCE = 3.30 TC = .303* [ ( 200.00**3) /( 3.30) ] **.2 = 5.735 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.639 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) _ .36 TOTAL RUNOFF(CFS) = 1. 15 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 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 = 370.00 UPSTREAM ELEVATION = 1330.30 DOWNSTREAM ELEVATION = 1322.80 ELEVATION DIFFERENCE = 7.50 TC = .303* [ ( 370.00**3) /( 7.50) ] **.2 = 7.039 25 YEAR RAINFALL INTEN;ITY(TNCII/I mIR) 3.')q4 SOIL CLASSIFICATION IS "B" 23 01�hydrolpg_hydrology report.doc page 10 Glirma COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8783 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) = 3.07 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 23 01Xhydro\pg_hydrology report doc page 11 5.1 Catch Basin Inlet#1 Capacity Calculation HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1426 Analysis prepared by: MCE CONSULTANTS 1100 S. Coast Hwy. , #211 Laguna Beach, CA 92651 (714) 376-6407 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:25 6/23/1997 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ * PARADISE CHEVROLET * CATCH BASIN NO. 1 CAPACITY CALC * 25-YEAR HYDROLOGY ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ >>>>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) = 3.00 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .39 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3. 99 23 011hydrolpg_hydro1ogy report.doc page 12 5.2 Catch Basin Inlet#2 Capacity Calculation HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5. 1A Release Date: 08/01/95 License ID 1426 Analysis prepared by: MCE CONSULTANTS 1100 S. Coast Hwy. , #211 Laguna Beach, CA 92651 (714) 376-6407 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:26 6/23/1997 ************************** DESCRIPTION OF STUDY *************+++++++++++++ * PARADISE CHEVROLET * CATCH BASIN NO. 2 CAPACITY CALC * 25-YEAR HYDROLOGY ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ »»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) = 5.70 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3. 97 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 23 01\hydro\pg_hydro1ogy report.doc page 13 ri IT;% 5.3 WSPG Input File - Line "A" T1 PARADISE CHEVROLET T2 25-YEAR HYDRAULICS T3 STORM DRAIN - LINE "A" SO .001310.40 1 1310.40 R 137.001311.70 1 .024 .00 .00 0 JX 141.001312.70 2 .014 R 443.001322.30 2 .014 .00 .00 0 WE 443.001322.30 3 .500 SH 443.001322.30 3 1322.30 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 4 0 .00 1.00 .00 .00 .00 .00 CD 3 2 0 .00 7.00 4.00 .00 .00 .00 Q 3.0 .0 23.011hydro\pg_hydrology report.doc page 14 5.4 WSPG Edit File - Line "A" 1 F0515P HATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(11 Y(21 Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(101 CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.00 CD 3 2 0 .00 7.00 4.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PARADISE CHEVROLET HEADING LINE NO 2 IS - 25-YEAR HYDRAULICS HEADING LINE NO 3 IS - STORM DRAIN - LINE "A" 1 F 0 5 1 5 P PAGE NO 2 PATER SURFACE PROFILE.- ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .00 1310.40 1 1310.40 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 137.00 1311.70 1 .024 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 141.00 1312.70 2 0 0 .014 .0 .0 .00 .00 .00 .00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN H 443.00 1322.30 2 .014 .00 .00 .00 0 ELEMENT NO 5 I5 A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 443.00 1322.30 3 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 443.00 1322.30 3 1322.30 23 01\hydro\pg_hydrology report doo page 15 5.5 WSPG Output File - Line "A" F0515P PAGE 1 WATER SURFACE PROFILE. LISTING PARADISE CHEVROLET 25-YEAR HYDRAULICS STORM DRAIN - LINE •A• STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF..AV NF NORM DEPTH 2R ............................................................ ..E................................................................... .00 1310.40 .605 1311.005 3.0 1.74 .217 1311.222 .00 .605 2.00 .00 .00 0 .0 .28 .00949 .014193 .00 .680 .00 .28 1310.40 .626 1311.029 3.0 3.57 .198 1311.221 .00 .605 2.00 .00 .00 0 .0 1.38 .00949 .012428 .02 .680 .00 1.66 1310.42 .648 1311.064 3.0 3.40 .180 1111.244 .00 .605 2.00 .00 .00 0 .0 4.77 .00949 .010887 .05 .680 .00 6.43 1310.46 .671 1311.132 3.0 3.24 .163 1311.295 .00 .605 2.00 .00 .00 0 .0 8.28 .00949 .0098b7 .08 .680 .00 14.71 1310.54 .680 1311.220 3.0 3.18 .157 1311.378 .00 .605 2.00 .00 .00 0 .0 108.36 .00949 .009619 1.04 .680 .00 123.07 1311.57 .660 1312.240 3.0 3.18 .157 1312.406 .00 .605 2.00 .00 .00 0 .0 HYDRAULIC JUMP .00 123.07 1311.57 .534 1312.102 3.0 4.45 .308 1312.410 .00 .605 2.00 .00 .00 0 .0 .10 .00949 .024625 .00 .680 .00 123.17 1311.57 .534 1312.103 3.0 4.45 .308 1312.411 .00 .605 2.00 .00 .00 0 .0 .76 .00949 .026376 .02 .680 .00 123.93 1311.58 .516 1312.092 3.0 4.67 .338 1312.430 .00 .605 2.00 .00 .00 0 .0 .81 .00949 .030155 .02 .680 .00 124.14 1311.58 .499 1312.083 3.0 4.69 .372 1312.455 .00 .605 2.00 .00 .00 0 .0 .81 .00949 .034471 .03 .680 .00 125.55 1311.59 .482 1312.073 3.0 5.14 .410 1312.483 .00 .605 2.00 .00 .00 0 .0 .84 .00949 .039407 .03 .680 .00 126.39 1311.60 .466 1312.065 3.0 5.39 .450 1312.516 .00 .605 2.00 .00 .00 0 .0 .04 .00949 .045087 .04 .680 .00 127.23 1311.61 .451 1312.058 3.0 5.65 .496 1312.554 .00 .605 2.00 .00 .00 0 .0 .82 .00949 .051585 .04 .680 .00 128.05 1311.61 .436 1312.051 3.0 5.93 .546 1312.597 .00 .605 2.00 .00 .00 0 .0 .80 .00949 .058976 .05 .680 .00 128.85 1311.62 .421 1312.044 3.0 6.21 .599 1312.643 .00 .605 2.00 .00 .00 0 .0 .81 .00949 .067498 .05 .680 .00 129.66 1311.63 .408 1312.038 3.0 6.52 .660 1312.698 .00 .605 2.00 .00 .00 0 .0 .77 .00949 .077247 .06 .680 .00 130.43 1311.64 .394 1312.032 3.0 6.83 .725 1312.757 .00 .605 2.00 .00 .00 0 .0 .75 .00949 .088351 .07 .680 .00 131.18 1311.65 .381 1312.026 3.0 7.18 .800 1312.626 .00 .605 2.00 .00 .00 0 .0 .74 .00949 .101164 .07 .600 .00 131.92 1311.65 .369 1312.021 3.0 7.52 .878 1312.899 .00 .605 2.00 .00 .00 0 .0 .72 .00949 •115855 .08 .680 .00 132.64 1311.66 .357 1312.016 3.0 7.89 .968 1312.904 .00 .605 2.00 .00 .00 0 .0 .68 .00949 .132583 .09 .680 .00 133.32 1311.67 .345 1312.010 3.0 8.26 1.061 1313.071 .00 .605 2.00 .00 .00 0 .0 .67 .00949 .151782 .10 .680 .00 133.99 1311.67 .334 1312.006 3.0 8.67 1.167 1313.173 .00 .605 2.00 .00 .00 0 .0 .65 .00949 .173803 .11 .600 .00 134.64 1311.68 .323 1312.001 3.0 9.09 1.283 1313.284 .00 .605 2.00 .00 .00 0 .0 .62 .00949 .199110 .12 .680 .00 101.:a 1111.eu 1.41.1 1111.414 .NB .411, ,'.00 n0 .00 0 n .60 .00949 .227895 .14 .600 .00 23 O1lhydrolpg_hydrology report doc page 16 135.86 1311.69 .302 1311.991 3.0 10.00 1.553 1313.544 .00 .605 2.00 .00 .00 0 .0 .56 .00949 .261025 .15 .680 .00 136.44 1311.69 .293 1312.988 3.0 10.49 1.109 1313.697 .00 .605 2.00 .00 .00 0 .0 • .56 .00949 .299263 .17 .680 .00 137.00 1311.70 .2B4 1311.904 3.0 11.03 1.889 1313.873 .00 .605 2.00 .00 .00 0 .0 JUNCf ST8 .25000 .070818 .28 .00 • 141.00 1312.70 .500 1313.200 3.0 7.63 .905 1314.105 .00 .743 1.00 .00 .00 0 .0 143.28 .03179 .032892 4.71 .500 .00 264.28 1317.26 .500 1317.755 3.0 7.63 .905 1318.660 .00 .743 1.00 .00 .00 0 .0 124.56 .03179 .031401 3.91 .500 .00 408.84 1321.21 .514 1321.728 3.0 7.37 .944 1322.572 .00 .743 1.00 .00 .00 0 .0 15.56 .03179 .028141 .44 .500 .00 424.40 1321.71 .534 1322.243 3.0 7.03 .766 1323.010 .00 .743 1.00 .00 .00 0 .0 7.00 .03179 .024823 .17 .500 .00 431.40 1321.93 .555 1322.4B6 3.0 6.70 .696 1323.182 .00 .743 1.00 .00 .00 0 .0 4.19 .03179 .021916 .09 .500 .00 435.59 1322.06 .577 1322.641 3.0 6.40 .635 1323.276 .00 .743 1.00 .00 .00 0 .0 2.79 .03179 .019366 .05 .500 .00 438.38 1322.15 .600 1322.753 3.0 6.20 .577 1323.330 .00 .743 1.00 .00 .00 0 .0 1.87 .03179 .017141 .03 .500 .00 440.25 1322.21 .625 1322.838 3.0 5.81 .525 1323.363 .00 .743 1.00 .00 .00 0 .0 1.30 .03179 .015197 .02 .500 .00 441.55 1322.25 .651 1322.905 3.0 5.54 .476 1323.381 .00 .743 1.00 .00 .00 0 .0 .84 .03179 .013496 .01 .500 .00 442.39 1322.28 .679 1322.960 3.0 5.28 .433 1323.393 .00 .743 1.00 .00 .00 0 .0 .47 .03179 .012016 .01 .500 .00 442.86 2322.30 .709 1323.005 3.0 5.03 .393 1323.398 .00 .743 1.00 .00 .00 0 .0 .14 .03179 .020719 .00 .500 .00 443.00 1322.30 .743 1323.043 3.0 4.79 .357 1323.400 .00 .743 1.00 .00 .00 0 .0 WALL EWRANc8 .00 443.00 2322.30 1.324 1323.624 3.0 .57 .005 1323.629 .00 .260 7.00 4.00 .00 0 .0 23 011hydroXM_hydrology report.doc page 17 5.6 WSPG Input File - Exist. Storm Drain T1 PARADISE CHEVROLET ` T2 25-YEAR HYDRAULICS T3 EXISTING 18" AND 24" STORM DRAIN SO .001291.90 1 1291.90 R 125.001292.40 1 .024 .00 .00 0 JX 130.001292.40 2 .014 R 363.001298.90 2 .014 45.00 .00 0 JX 369.001298.95 4 3 .014 5.7 1314 .00 15.00 R 810.001308.50 4 .014 135.00 .00 1 WE 810.001308.50 5 .500 SH 810.001308.50 5 1308.50 CD 1 4 0 .00 3.00 .00 .00 .00 .00 CD 2 4 0 .00 1.50 .00 .00 .00 .00 CD 3 4 0 .00 1.00 .00 .00 .00 .00 CD 4 4 0 .00 1.50 .00 .00 .00 .00 CD 5 3 0 .00 5.00 5.00 .00 .00 .00 Q 7.0 .0 23.011hydro\pg_hydrology report.doc page 18 5.7 WSPG Edit File - Exist. Storm Drain FO515P WATER SURFACE PROFILE - CHANNEL. DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y111 Y(2) Y(3) Y(4) Y(51 Y(6) Y(7) Y(81 Y191 Y(3O) CODE NO TYPE PIERS WIDTH DIAMETER YI DTH DROP CD 1 4 3.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 1.50 CD 5 3 0 .00 5.00 5.00 .00 .00 .00 I F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 I5 - PARADISE CHEVROLET HEADING LINE NO 2 IS - 25-YEAR HYDRAULICS HEADING LINE NO 3 IS - E%ISTING 18• AND 24" STORM DRAIN 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .00 1291.90 1 1291.90 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 125.00 1292.40 1 .024 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 130.00 1292.40 2 0 0 .014 .0 .0 .00 .00 .00 .00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -YARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH YAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -YARNI MG ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 363.00 1298.90 2 .J14 .00 45.00 .00 0 ELEMENT NO 5 IS A JUNCTION U/5 DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-9 PHI 3 PHI 4 369.00 1298.95 4 3 0 .014 5.7 .0 1314.00 .00 15.00 .00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 810.00 1308.50 4 .014 .00 135.00 .00 1 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 810.00 1309.50 5 .500 ELEMENT NO 0 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W 5 ELEV 810.DO 1308.50 5 1308.50 23 01\hydro\pg_hydrology report doc page 19 5.8 WSPG Output File - Exist. Storm Drain F0515P PAGE 1 WATER SURFACE PROFILE LISTING PARADISE CHEVROLET 25-YEAR HYDRAULICS EXISTING 18• AND 24" STORM DRAIN STATION INVERT DEPTH X.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE MF NORM DEPTH ZR ................................................................................................................................... .00 1291.90 1.132 1293.032 12.7 5.20 .420 1293.452 .00 1.132 3.00 .00 .00 0 .0 .22 .00400 .012660 .00 1.597 .00 .22 1291.90 1.172 1293.073 12.7 4.96 .382 1293.455 .00 1.132 3.00 .00 .00 0 .0 1.16 .00400 .011107 .01 1.597 .00 1.38 1291.91 1.215 1293.121 12.7 4.73 .347 1293.468 .00 1.132 3.00 .00 .00 0 .0 2.17 .00400 .009750 .02 1.597 .00 3.55 1291.91 1.259 1293.173 12.7 4.51 .316 1293.489 .00 1.132 3.00 .00 .00 0 .0 4.01 .00400 .008562 .03 1.597 .00 7.56 1291.93 1.306 1293.236 12.7 4.30 .287 1293.523 .00 1.132 3.00 .00 .00 0 .0 6.21 .00400 .007524 .05 1.597 .00 13.77 1291.95 1.354 1293.309 12.7 4.10 .261 1293.570 .00 1.132 3.00 .00 .00 0 .0 10.44 .00400 .006614 .07 2.597 .00 24.21 1292.00 1.405 1293.402 12.7 3.91 .237 1293.639 .00 1.132 3.00 .00 .00 0 .0 16.75 .00400 .005817 .10 1.597 .00 40.96 1292.06 1.457 1293.521 12.7 3.73 .216 1293.737 .00 1.132 3.00 .00 .00 0 .0 32.51 .00400 .005119 .17 1.597 .00 73.47 1292.19 1.513 1293.707 12.7 3.55 .196 1293.903 .00 1.132 3.00 .00 .00 0 .0 43.21 .00400 .004577 .20 1.597 .00 116.68 1292.37 1.557 1293.924 12.7 3.43 .182 1294.106 .03 1.132 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 116.68 1292.37 .798 1293.165 12.7 8.42 1.101 1294.266 .00 1.132 3.00 .00 .00 0 .0 .38 .00400 .051456 .02 1.597 .00 117.06 1292.37 .798 1293.166 12.7 8.42 1.100 1294.266 .00 1.132 3.00 .00 .00 0 .0 1.63 .00400 .055031 .09 1.597 .00 116.69 1292.38 .771 1293.146 12.7 8.83 1.209 1294.355 .00 1.132 3.00 .00 .00 0 .0 1.62 .00400 .062932 .10 1.597 .00 120.31 1292.3E .746 1293.127 12.7 9.26 1.330 1294.458 .00 1.132 3.00 .00 .00 0 .0 1.59 .00400 .071970 .11 1.593 .00 121.90 1292.39 .721 1293.109 12.7 9.71 1.464 1294.573 .00 1.132 3.00 .00 .00 0 .0 1.56 .00400 .082290 .13 1.597 .00 123.46 1292.39 .697 1293.091 12.7 10.18 1.611 1294.702 .00 1.132 3.00 .00 .00 0 .0 1.54 .00400 .094143 .14 1.597 .00 125.00 1292.40 .675 1293.075 12.7 10.68 1."2 1294.847 .00 1.132 3.00 .00 .00 0 .0 JUNCT STR .00000 .030891 .15 .00 130.00 1292.40 1.000 1293.400 12.7 10.14 1.598 1294.998 .00 1.341 1.50 .00 .00 0 .0 130.09 .02790 .027509 3.81 1.000 .00 268.09 1296.25 1.000 1297.252 12.7 10.14 1.598 1298.850 .00 1.341 1.50 .00 .00 0 .0 1.44 .02790 .027583 .04 1.000 .00 269.53 1296.29 1.000 1297.292 12.7 10.14 1.598 1298.890 .00 1.341 1.50 .00 .00 0 .0 55.65 .02790 .026058 1.45 1.000 .00 325.18 1297.84 1.043 1298.888 12.7 9.67 1.453 1300.341 .00 1.341 1.50 .00 .00 0 .0 18.07 .02790 .023242 .42 1.000 .00 343.25 1298.35 1.091 1299.440 12.7 9.22 1.321 1300.761 .00 1.341 1.50 .00 .00 0 .0 9.15 .02790 .020810 .20 1.000 .00 353.00 1298.62 1.142 1299.763 12.7 8.80 1.201 1300.964 .00 1.341 1.50 .00 .00 0 .0 5.69 .02790 .018722 .11 1.000 .00 1;".ev I:v".I" 1.197 I:'1v.'u,1 It.l ".JH I.0a1 I 1111.D/v .uN 1.141 1.'.0 .nn .411 D .11 3.23 .02790 .016973 .05 1.000 .00 23 011hydro�pg_hydrology report.doc page 20 361.92 1298.07 1.263 1300.133 12.1 7.99 .992 1301.125 .00 1.341 1.50 .00 .00 0 .0 1.08 .02790 .015596 .02 1.000 .00 363.00 1298.90 1.341 1300.241 12.7 7.62 .901 1301.142 .00 1.341 1.50 .00 .00 0 .0 JUNCT STR .00832 .010081 .06 .00 369.00 1298.95 2.600 1301.550 7.0 3.96 .244 1301.794 .00 1.025 1.50 .00 .00 0 .0 68.19 .02166 .005094 .35 .740 .00 437.19 1300.43 1.500 1301.927 7.0 3.96 .244 1302.111 .00 1.025 1.50 .00 .00 0 .0 5.49 .02166 .004774 .03 .740 .00 442.68 1300.55 1.360 1301.906 7.0 4.16 .268 1302.174 .00 1.025 1.50 .00 .00 0 .0 HYDRAULIC JUMP .00 442.68 1300.55 .740 1301.286 7.0 8.06 1.008 1302.294 .00 1.025 1.50 .00 .00 0 .0 268.82 .02166 .021564 5.80 .740 .00 711.50 1306.37 .740 1307.107 7.0 8.06 1.008 1308.115 .00 1.025 1.50 .00 .00 0 .0 38.39 .02166 .021262 .62 .740 .00 749.89 1307.20 .746 1307.944 7.0 7.97 .907 1308.931 .00 1.025 1.50 .00 .00 0 .0 31.10 .02166 .019706 .62 .740 .00 781.59 1307.89 .774 1308.659 7.0 7.60 .897 1309.556 .00 1.025 1.50 .00 .00 0 .0 12.02 .02166 .017361 .21 .140 .00 793.61 1306.15 .804 1309.949 7,0 7.25 .815 1309.764 .00 1.025 1.50 .00 .00 0 .0 6.65 .02166 .015317 .10 .740 .00 800.26 1308.29 .836 1309.125 7.0 6.91 .741 1309.866 .00 1.025 1.50 .00 .00 0 .0 4.24 .02166 .013526 .06 .740 .00 004.50 1308.38 .869 1309.250 7.0 6.59 .675 1309.925 .00 1.025 1.50 .00 .00 0 .0 2.71 .02166 .011954 .03 .740 .00 807.21 1308.44 .904 1309.344 7.0 6.28 .613 1309.957 .00 1.025 1.50 .00 .00 0 .0 1.60 .02166 .010585 .02 .740 .00 008.81 1308.47 .942 1309.416 7.0 5.99 .558 1309.974 .00 1.025 1.50 .00 .00 0 .0 .95 .02166 .009307 .01 .740 .00 809.76 1308.49 .901 1309.476 7.0 5.71 .507 1309.983 .00 1.025 1.50 .00 .00 0 .0 .24 .02166 .008329 .00 .740 .00 810.00 1300.50 1.025 1309.525 7.0 5.44 .459 1309.984 .00 1.025 1.50 .00 .00 0 .0 WALL ENTRANCE .00 810.00 1308.50 1.720 1310.228 7.0 .81 .010 1310.238 .00 .394 5.00 5.00 .00 0 .0 23 011hydro\pg_hydrology report doc page 21 5.9 WSPG Input File - Line "B" T1 PARADISE CHEVROLET T2 25—YEAR HYDRAULICS T3 ON—SITE STORM DRAIN — LINE "B" SO .001314 .00 1 1314 .00 • R 53.001316.40 1 .014 .00 .00 0 WE 53.001316.40 2 .500 SH 53.001316.40 2 1316.40 CD 1 4 0 .00 1.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 4.00 .00 .00 .00 Q 5.7 .0 23 01%hydro hydrology report.doc page 22 5.10 WSPG Edit File - Line "B" F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y131 Y(4) Y(5) Y(6) Y(71 Y(B) Y19) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.00 CD 2 3 0 .00 4.00 4.00 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PARADISE CHEVROLET HEADING LINE NO 2 I9 - 25-YEAR HYDRAULICS HEADING LINE NO 3 I3 - ON-SITE STORM DRAIN - LINE •B• I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .00 1314.00 1 1314.00 ELEMENT NO 2 I9 A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE A14G PT MAN H 53.00 1316.40 1 .014 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 53.00 1316.40 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 53.00 1316.40 2 1316.40 23 01\hydro\pg_hydrology report doc page 23 5.11 WSPG Output File - Line "B" P0515P PAGE 1 WATER SURFACE PROFILE LISTING - PARADISE CHEVROLET 25-YEAR HYDRAULICS ON-SITE STORM DRAIN - LINE •B• STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV Or FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/¢Lk71 SO SF AVE NF NORM DEPTH ZR ................................................................................................................................... .00 1314.00 .691 1314.691 5.7 9.84 1.505 1316.196 .00 .946 1.00 .00 .00 0 .0 27.14 .04528 .041575 1.13 .680 .00 27.24 1315.23 .720 1315.949 5.7 9.41 1.374 1317.323 .00 .946 1.00 .00 .00 0 .0 11.54 .04529 .037311 .43 .600 .00 38.60 1315.75 .753 1316.505 5.7 6.99 1.251 1317.756 .00 .946 1.00 .00 .00 0 .0 6.52 .04528 .033511 .22 .680 .00 45.20 1316.05 .790 1316.031 5.7 6.56 1.237 1317.974 .00 .946 2.00 .00 .00 0 .0 4.10 .04528 .030330 .12 .680 .00 49.30 1316.23 .832 1317.065 5.7 8.15 1.033 1318.098 .00 .966 1.00 .00 .00 0 .0 2.57 .04520 .027782 .07 .680 .00 51.87 1316.35 .681 1317.230 5.7 7.78 .939 2310.169 .00 .946 1.00 .00 .00 0 .0 1.13 .04528 .026176 .03 .680 .00 53.00 1316.40 .946 1317.346 5.7 7.41 .853 1318.199 .00 .946 1.00 .00 .00 0 .0 WALL ENTRANCE .00 1 53.00 1316.40 2.608 1319.006 5.7 .55 .005 1319.013 .00 .396 6.00 4.00 .00 0 .0 1 23 01\hydro\pg_hydrology report.doc page 24