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HomeMy WebLinkAboutCT 82-23; Plaza Paseo Real; Detention Study; 1989-05-22ENGINEERING DEPT. LIBRARY City of Carlsbad 2075 Cas Pa!mas Drive Carlsbad, CA 92009-4859 Prepared for: Carlsbad Retail Associates Job Number 10894-F RCE # 32838; EXP‘.=t‘/90 “ I’>*l 1: 1329 vu/* RICK ENGINEERING COMPANY WATER RESOURCES DIVISION 5620 FRIARS ROAD SAN DIEGO, CALIFORNIA 92110 (619) 291-0707 I_ ,,,~, ,., : ~.. , . a- ~ ..*~*’>? qpn.. . ~ .I> .. . I . 3 :‘,J. I_, L. . - .~ - TABLE OF CONTENTS Introduction ................................................ 1 Hydrologic Criteria and Methodology ........................ 5 Detention Basin Design Criteria and Methodology ............. 7 Hydrologic Results .......................................... 8 Summary ..................................................... 9 Detention Basin Design ...................................... 9 Fiqures Figure 1: Vicinity Map ...................................... 2 Figure 2: Pre-1985 Intensity-Duration Curves ................ 3 Figure 3: 1985 Intensity-Duration Curves....................4 Tables Table 1: Comparison of Discharges ........................... 6 Table 2: Summary of Discharges .............................. 8 Table 3: Detention Basin Storage and Outflow Characteristics ........................ 8 Appendices - Appendix A: Rational Method Computer Output Appendix B: Rational Method Computer Output Appendix C: HEC-1 Computer Output Developed Conditions: Pre-1985 Criteria - Developed Conditions: 1985 Criteria Developed w/ Detention - Appendix D: Calculation of HEC-1 Input Parameters - - Map Pockets Map Pocket 1: Rational Method Drainage Map - INTRODUCTION This report presents a detention study for the Carlsbad Retail Associates' proposed development, Plaza Paseo Real. Plaza Paseo Real is a commercial development located west of El Camino Real, north of Alga Road, and south of Dove Lane in the City of Carlsbad (see Figure 1). Existing developments east of El Camino Real are multifamily residential. The off-site area, north and west of the project, is zoned for future single-family residential de-Jelopment. Background The existing residential development downstream of Plaza Paseo Real is known as Rancho La Cuesta. This development was designed by VTN in March, 1976. In 1985, the County of San Diego and the City of Carlsbad implemented revised intensity-duration curves. These revised curves yield higher discharges for the same design storm (see Figures 2 and 3) . Since the VTN drainage study used the pre-1985 intensity-duration curves, the 42-inch storm drain system along :Ianzanita Road is now under sized due to present criteria. In an effort to correct this situation, Rick Engineering Company has agreed with the City of Carlsbad to detain flows on-site, with the understanding that all upstream land owners do the same for future developments. - Study Objective - The proposed detention basin has been designed to detain the difference bet.::een the 100-year peak runoff calculated using the 1985 intensity-duration curves and the 100-year peak runoff using non-detained, on-site discharge from Plaza Paseo Real, the detention basin :Jill collect and detain this difference in runoff from approxinately 17 acres east of El Camino Real and north of Dove Lane. This area consists of multifamily residential developments. This attenuated peak will not overload the existing 42-inch srorn .!rain system along Manzanita Road. - - the pre-1985 intensity-duration curves. In order to mitigate the - - FIGURE 1 VICINITY MAP " -i L " ,- ... - v) Q: 3 0 X RAINFALL for CCUNTY OF CIEGC .* A?PEN31;,' +i _I C 0 0. CT W c) L VI W 0 W c) 0 L- .w \m cu c CJY " c 0. 2 +I z: +I 0 v) w HYDROLOGIC CRITERIA AND METHODOLOGY Desiqn Storm: 100-Year Storm Event. Land Use: Plaza Paseo Real is a proposed commercial development. The existing development, east of El Camino Real, is multifamily. Off site land use to the north and west is zoned for future single-family residential development. Soil TYDe: Hydrologic soil group "D" 'vas used as outlined in the Soil Conservation Service's Soil Survey for San Dieqo County. Runoff Coefficients: Based on criteria presented in the City of Carlsbad Drainage Design Manual, a runoff coefficient of 0.85 was used for Plaza Paseo Real, a coefficient of 0.7 for the existing multifamily developments and a runoff coefficient of 0.55 was used for the future single-family residential developments. Rainfall Intensity: The rainfall intensity used in this analysis was based on the criteria presented in the City of Carlsbad Drainage Desicjn Manual. Explanation of the Rational Method Computer Program Hydrology for this study was completed using a computerized version of the rational method. The computerized Rational Method Program is ;I computer aided design program where the user develops a node-link nodel of the xatershed. This program can estimate coniiuit sizes needed to accommodate design storm discharges. The node-1.inl: model is developed by creating independent node-link models of individual interior watersheds and linking them together at various confluence points. The program allows up to five streams to be confluenced at any one time. Stream entries for- the confluence must be made sequentially until all streams are ent.ered. 5 The program has the capability of performing calculations for eight hydrologic processes. These processes are assigned code numbers which appear in the printed results. The code numbers and their meanings are as follows: CODE 1: CODE 2: CODE 3: CODE 4: CODE 5: CODE 6: CODE 7: CODE 6: Confluence analysis at a node Initial sub-area analysis Pipeflow traveltime (computer estimated pipe size) Pipeflow traveltime (user specifies pipe size) 'Trapezoidal channel traveltime Streetflow analysis through a sub-area User specified information at a node Addition of sub-area runoff to mainline Rational Method Analysis Two rational nethod analysis were made to determine the 100-year runoff from ti.;o areas within the natural watershed. These areas are Plaza Paseo Real and approximately 17 acres of the existing multifamily development east of El Camino Real (see rational method drainage nap). The first analysis used the pre-1985 intensity-duration curves to determine the peak 100-year discharge from these two areas entering Manzanita Road. The second analysis used the 1965 intensity-duration curves to determine the 100-year peak discharge entering Manzanita Road. The difference in discharge was then calculated to determine the amount of runoff that would be detained from the existing 17 acre multifamily developments. Table 1 shows this comparison. The rational method computer output for the pre-1985 and the 1985 conditions are located in Appendix A and B. DESIGN STORM TABLE 1 Comparison of Discharges at Manzanita Road DISCHARGE DISCHARGE USING OLD USING NEW DIFFERENCE DRAINAGE DRAINAGE TO BE CRITERIA CRITERIA DETAINED 100-yr 105 cfs 12s cfs 23 cfs 6 DETENTION BASIN DESIGN CRITERIA AND METHODOLOGY Design criteria for the detention basin was based on the peak discharge, for the 100-year frequency storm of 6-hour duration from Plaza Paseo Real, being no greater than the 100-year peak discharge calculated using the pre-1985 intensity-duration curves. The U.S. Army Corp of Engineers' HEC-1 computer program was used to analyze the detention required for the project area. The proposed detention basin will detain runoff for the Plaza Paseo Real development. Input for the HEC-1 program was partially developed from output generated by the rational method analysis. A series of triangular hydrographs were created with ordinates at multiples of the time of concentration from our rational method study. In order to determine total runoff volume of the hydrograph at any given multiple of the time of concentration, the following equation is use,?. Where: VOL = Volume of runoff (in.) n = Number of hydrograph ordinates Tcn = Time of concentration at ordinate n (min.) ITcn= Rainfall intensity at time of concentration Tcn (in./hr.) C = Rational %nethod runoff coefficient This hydrograph was then used in the HEC-1 flood hydrograph program to perforn routing calculations for the detention basin utilizing the storage volume of the basin. Use of this detention basin, will attenuate the peak discharges calculated i:sing the 1985 intensity-duration curves to values equal to ,.)I- Less than the discharges calculated using the pre-1985 CU:-L'C:-;. HYDROLOGIC RESULTS Table 2 shows the peak runoff for the 100-year storm using both sets of intensity-duration curves. Table 3 shows the storage and outflow characteristics of the proposed detention basin. The HEC-1 computer output is located in Appendix C. The HEC-1 input pramenters are located in Appendix D. TABLE 2 SUMMARY OF DISCHARGES 100-Year Storm Event - DISCHARGE DISCHARGE DISCHARGE US I NG USING 1985 USING 1985 PRE-1985 DRAINAGE DRAINAGE REQUIRED - DESIGN DRAINAGE CRITERIA XXCRITERIA STORAGE STORM CgITERIA W/O DETENTION W/ DETENTION VOLUME - 100 yr 105 cfs 12s cfs 103 cfs 0.8 ac-ft - - TABLE 3 DETENTION BASIN STORAGE and OUTFLOW CHARACTERISTICS ELEVATION - ft 185.0 186.0 187.0 188.0 188.5 189.0 189.5 190.0 Maximum Starje loO = 1S8.5 STORAGE VOLUME PEAK OUTFLOW ac-ft cfs 0.0 0.06 0.24 0.45 0.56 0.67 0.80 0.92 0 3 4 13 29 51 67 88 DETENTION BASIN DESIGN The proposed detention basin is located at the northwest corner of El Camino Real and Dove Lane. The outlet works for this detention basin will consist of a 36-inch corrugated metal pipe (CMP) riser, 2.5-feet high. There will be one, 10-inch diameter orifice cut into the riser. The orifice will have a flow line elevation of 135.0. The outlet pipe will be a 24-inch reinforced concrete pipe (RCP) sloped at 1.9 percent. The flow line of the pipe is at elevation 177.6. An emergency concrete weir and spillway will be located at elevation 188.5 and will convey discharges for the higher storm events. The weir and spillway will have a base width of 3.0-feet and 2: 1 side slopes. The spillway will have a slope of 50.0 percent and will transition into a 3.0-foot concrete ditch downstream. The ditch will then transition intc an 'F' Type catch basin and into the storm drain system. The ditch and catch basin are located within an emergency ponci downstream of the detention basin. This pond has a storage vo1ur.e of approximately 0.2 acre-feet. SUMMARY Design discharges have increased due to the 1985 intensity-duration curves by comparison to the pre-1985 curves. In order to clexain the difference in runoff it would require the construction of a detention basin with 0.8 acre-feet of storage. This detention basin reduces the 100-year peak discharge back to the 100-year peak discharge calculated using the pre-1985 intensity-duration curves. This detention plan only detains the increased peak flow for the Plaza Paseo Real Development. APPENDIX A Rational Method Computer Computer Output Developed Conditions: Pre-1985 County Criteria - ........................................................................... " RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL - (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # 3467 -. Analysis prepared by: RICK ENGINEERING COMPANY Water Resources Division 5620 Friars Road, San Diego, CA 92110 (619) 291-0707 - *********X**************** DESCRIPTION OF STUDY **************X*********** CARLSBAD RETAIL ASSOCIATES * PLAZA PASEO REAL * * OLD COUNTY CRITERIA - * .......................................................................... - TIME/DATE OF STUDY: 16~15 5/25/1989 FILE NAME: PLZAOLD. DAT """"""""_""""""""""""""""""""""""""""" USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 *USER SPECIFIED: - ...................................... -SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 -NUMBER OF [TIME,INTENSITY] DATA PAIRS = 8 1) 5.000; 4.400 2) 10.000; 3.400 - 3) 15.000; 2.900 4) 20.000; 2.500 5) 25.000; 2.200 - 7) 40.000; 1.700 6J. 30.000; 2.000 8) 60.000; 1.320 - SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ - FLOW PROCESS FROM NOnE 1.00 TO NODE 1.00 IS CODE = 2 ...................................... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7900 *USER SPECIFIED(SUBAREA) : ............................................................................... - NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 17.44(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1350.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION === 315.00 270.00 - ELEVATION DIFFERENCE = 45.00 - SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 7.48 3.50 TOTAL RUNOFF(CFS) = 7.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.705 " ........................................................................... FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 ...................................... >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< - UPSTREAM ELEVATION = 270.00 DOWNSTREAM ELEVATION = 215.00 ...................................... ...................................... STREET LENGTH(FEET) = 1050.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 STREET CROSSFALL(DEC1MAL) = .0400 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7400 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.08 NOTE: STREETFLOW EXCEEDS TOP OF CURB. - THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. HALFSTREET FLOODWIDTH(FEET) = 10.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 7.68 4.00 - STREET FLOWDEPTH(FEET) = .52 - STREETFLOW TRAVELTIME (MIN) = 2.28 TC(M1N) = 19.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.522 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7400 SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 21.09 END OF SUBAREA STREETFLOW HYDRAULICS: FLOW VELOCITY (FEET/SEC. ) = 9.00 DEPTH*VELOCITY = 5.33 DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 12.41 - *USER SPECIFIED(SUBAREA): - SUMMED AREA(ACRES) = 14.80 TOTAL RUNOFF(CFS) = 28.57 - x*************************************************************************** __ FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 ...................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >=>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.5 DOWNSTREAM NODE ELEVATION = 185.00 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 - NUMBER OF PIPES = 1 TRAVEL TIME(M1N. ) = PIPEFLOW THRU SUBAKEA(CFS) = .13 28.57 TC(M1N.) = 19.85 - ....................................... ...................................... -UPSTREAM NODE ELEVATION = 215.00 - ........................................................................... FLOW PROCESS FROM NODE 3.50 TO NODE 3.00 IS CODE = 8 - ...................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ....................................... --------------"""""""""""""""""""""""~""""""" - SOIL CLASSIFICATION IS "D" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.512 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 16.70 TOTAL RUNOFF(CFS) = 31.19 2.62 TC(M1N) = 19.85 ........................................................................... FLOW PROCESS FROM NODE 3 .OO TO NODE 201.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ...................................... """"~""""""""""""""""""""""""""""""""-" """"""""""""""""""""""""""""""- - DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES UPSTREAM NODE ELEVATION = 185.00 PIPEFLOW VELOCITY (FEET/SEC. ) = 16.9 DOWNSTREAM NODE ELEVATION = 104.00 FLOWLENGTH(FEET) = 1650.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.19 TRAVEL TIME(M1N.) = 1.63 TC(M1N.) = 21.48 - ........................................................................... FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 2.41 TOTAL STREAM AREA (ACRES) = 16.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 31.19 """""""_"""""""""""""""""""""""""""""" ...................................... -TIME OF CONCENTRATION(M1NUTES) = 21.48 - ............................................................................ - FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 2 ...................................... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< """""""""""~"""""""""-""""""""""""""""" """_""""_"""""""""""""""""""""""""""""" - SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 AATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION - WITH 10-MINUTES ADDED = 13.03(MINUTES) UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 206.00 - DOWNSTREAM ELEVATION = 154.00 ELEVATION DIFFERENCE = 52.00 .. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.097 - SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 7.50 TOTAL RUNOFF (CFS) = 19.75 19.75 ............................................................................. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 3 .......................................... ->>>>>COMPUTE PIPEFLOIJ TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 15.2 ................................................................. " - - - - - - - - - - - - - - - - - " - " - DOWNSTREAM NODE ELEVATION = 104.00 UPSTREAM NODE ELEVATION = 154.00 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 FLOWLENGTH(FEET) = 1000.00 MANNINGS N = -012 PIPEFLOW THRU SUBAREA(CFS) = NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.09 TC(M1N.) = 14.12 - 19.75 ............................................................................ FLOW PROCESS FROM NODE 200.50 TO NODE 201.00 IS CODE = 8 - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.988 ....................................... """"""~"""""""~"""""""""""""""""""""""- """""""""""""""""""""""""""""""""""""- SOIL CLASSIFICATION IS I'D" SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 59.94 TOTAL AREA(ACRES) = 31.10 TOTAL RUNOFF(CFS) = 79.68 - COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 - TC(M1N) = 14.12 - ............................................................................ FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 - >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 2.99 TOTAL STREAM AREA (ACRES) = 31.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 79.68 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY """""""""_"""""""""""""""""""""""""""" ...................................... ...................................... -TIME OF CONCENTRATION(M1NUTES) = 14.12 - - NUMBER (CFS ) (MIN. ) (INCH/HOUR) """""""""_"""""""""""""""""""""""""""" 1 31.19 21.48 2.411 2 - 79.68 14.12 2.988 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ~- VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 104.8G TIME(M1NUTES) = 14.120 95.49 104.86 - TOTAL AREA (ACRES ) = 47.80 ...................................... """"""_""""""""""""""""""""""""""""""" END OF RATIONAL METHOD ANALYSIS APPENDIX B Rational Method Computer Output Developed Conditions: 1985 county Criteria ........................................................................... - RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL -. (c) Copyright 1982-88 Advanced Engineering Software (aes) - Analysis prepared by: Ver. 4.1~ Release Date: 1/09/89 serial # 3467 RICK ENGINEERING COMPANY Water Resources Division 5620 Friars Road, San Diego, CA 92110 (619) 291-0707 - ***X********************** DESCRIPTION OF STUDY ***************X********** CARLSBAD RETAIL ASSOCIATES * PLAZA PASEO REAL * * NEW COUNTY CRITERIA * .......................................................................... " -TIME/DATE OF STUDY: 16~16 5/25/1989 FILE NAME: PLZANEW.DAT ...................................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ...................................... __ 1985 SAN DIEGO MANUAL CRITERIA -USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 -SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 - SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ****************x*******x***************************************************** - FEW PROCESS FROM NODE 1.00 TO NODE '1~.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7900 ....................................... """_""""""""""""""""""""""""""~"""""""" - - NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 17.44(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1350.00 UPSTREAM ELEVATION = 315.00 - DOWNSTREAM ELEVATION = ELEVATION DIFFERENCE = 270.00 45.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 8.95 8.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.236 - FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< - ....................................... ...................................... ....................................... - UPSTREAM ELEVATION = 270.00 DOWNSTREAM ELEVATION = 215.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 STREET CROSSFALL(DEC1MAL) = .0400 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = -7400 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.54 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. HALFSTREET FLOODWIDTH(FEET) = 11.07 STREET FLOWDEPTH(FEET) = .54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.45 PRODUCT OF DEPTH&VELOCITY = 4.56 - THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION - -- STREETFLOW TRAVELTIME (MIN) = 2.07 TC(M1N) = 19.51 *USER SPECIFIED(SUBAREA): 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.011 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7400 SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 14.80 TOTAL RUNOFF(CFS) = DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 13 FLOW VELOCITY(FEET/SEC.) = 9.39 DEPTH*VELOCITY = - - END OF SUBAREA STREETFLOW HYDRAULICS: 34.12 25.17 30 5.90 ............................................................................. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 - """"""_""""""""""""""""""""""""""""""" >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.4 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = ...................................... -UPSTREAM NODE ELEVATION = 215.00 - PIPEFLOW THRU SUBAREA(CFS) = 34.12 .13 TC(M1N.) = 19.64 ........................................................................... FLOW PROCESS FROM NODE 3.50 TO NODE 3.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ....................................... """"""_""""""""""""""""""""""""""""""" """_"""""""""""""""""""""""""""""""""" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.998 - SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.13 TC(M1N) = 19.64 - TOTAL AREA(ACRES) = 16.70 TOTAL RUNOFF(CFS) = 37.26 - ........................................................................... FLOW PROCESS FROM NODE 3.00 TO NODE 201.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES UPSTREAM NODE ELEVATION = 185.00 PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 - DOWNSTREAM NODE ELEVATION = 104.00 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 FLOWLENGTH(FEET) = 1650.00 MANNINGS N = .012 - PIPEFLOW THRU SUBAREA(CFS) = NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.54 37.26 TC(M1N.) = 21.18 ...................................... ""-"""""""""""""""""""""""""""""""""""~ ...................................... - - ........................................................................... FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ...................................... - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ...................................... ....................................... CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 2.86 TOTAL STREAM AREA (ACRES) = 16.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 37.26 .- TIME OF CONCENTRATION(M1NUTES) = 21.18 - "FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 2 ............................................................................ """""""""_"""""""""""""""""""""""""""" >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS I'D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 - """""""""""~""""""""""""""""""""""""""- ...................................... NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.03(MINUTES) UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 - DOWNSTREAM ELEVATION = 206.00 154.00 ELEVATION DIFFERENCE = 52 :~OO - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.907 - TOTAL AREA (ACRES) = 7.50 TOTAL RUNOFF(CFS) = 24.91 SUBAREA RUNOFF(CFS) = 24.91 ............................................................................ FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 3 ...................................... - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< - PIPEFLOW VELOCITY(FEET/SEC.) = 16.3 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES UPSTREAM NODE ELEVATION = 154.00 DOWNSTREAM NODE ELEVATION = 104.00 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.91 TRAVEL TIME(M1N.) = 1.02 TC(M1N.) = 14.05 ...................................... """""""""""""""""""""""""""""""""""""- -FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .012 - 4*************************************************************************** FLOW PROCESS FROM NODE 200.50 TO NODE 201.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ...................................... - -""""""""""""""""""""""""""""""""""""" """"""""""""""~"""""""""""""""~"""""""- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.721 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 74.65 TOTAL AREA(ACRES) = 31.10 TOTAL RUNOFF(CFS) = 99.55 - COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 - TC(M1N) = 14.05 " FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ............................................................................ - >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< """""""""""""""""""""""""""""""""""""- """""""""""""""""""""""""""""""""""""- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 3.72 TOTAL STREAM AREA (ACRES) = 31.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 99.55 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY - TIME OF CONCENTRATION(M1NUTES) = 14.05 - - NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 37.26 21.18 2 2.856 99.55 14.05 3.721 - VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS - 113.66 128.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 128.14 TIME (MINUTES) = 14.049 - TOTAL AREA (ACRES) = 47.80 """""""""""""""""""""""""""""""""""""- -""""""""""""""""""""""""""""""""""""" END OF RATIONAL METHOD ANALYSIS APPENDIX C HEC-1 Computer Output Developed Conditions With Detention ......................................... -" * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * - REVISED 02 AUG 88 * * f " RUN DATE 05/23/1989 TIME 08:06:33 * * f .......................................... - .......................................... * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER " 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * **************~ttt**~~~~~~~~~~*~~~~** x x xxxxxxx xxxxx X x xx xx xx x xx X X xxxxxxx xxxx x x xx X xxxxx x X x xx xx x x xxxxxxx xxxxx xxx x THIS PROGRRM REPLACES ALL PREVIWS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73). HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION 0SS:REAO TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMP1 INFILTRATION NEU OPTIONS: DAMBREAK OUTFLOU SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:URITE STAGE FREQUENCY, KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 lNPUl PAGE 1 12 13 14 15 16 17 18 20 19 21 22 23 24 25 26 28 27 29 31 30 32 33 34 35 36 37 38 39 40 41 42 ID ....... *DIAGRAM ID CARLSBAD RETAIL ASSOCIATEST ID PLAZA DE PASEO REAL ID RATIONAL METHOD HEC-1 RUN ; 100 YR 6-HR STORM UlTH DET. ID ,PER CITY OF CARLSBAD; FILENAME PLZHECl ID PURPOSE TO DETAIN DIFFERENCE IN FLOW FROM OLD COUNTY ID CRITERIA TO NEW COUNTY CRITERIA ID OutLet Works consist of 3-ft. Weir and Spillway with 2:l Side SI ID 36-in. Riser with 1-IO-in. Orifice, Flouline of Basin at 185.0 ID DETENTION BASIN 1 IT 2. 21JUN88 0. 200. 10 5. 2. KK BASIN11 KM RAIIONAL METHOD HYDROGRAPH KM 6HR RAINFALL IS 2.75 INCHES KM RATIONAL METHOD RUNOFF COEFFICIENT IS .7 KM RATIONAL METHOD TIME OF CONCENTRATION IS 20 MIN. BA ,0261 IN 20 01 0 36.7 7.6 6.9 5.5 4.7 4.1 3.7 01 2.9 2.7 2.5 2.4 2.3 2.2 2.1 2 01 0 0 0 0 0 0 0 0 KK DETAIN RS sv 1. STOR -1. 0. SE 185. 186. 187. 188. 188.5 189. 190. .06 .24 .45 .56 .67 .92 SO 0. 2.6 3.7 13.3 29.4 50.9 87.9 KK ROUTE1 RK 1650. ,025 .012 0. CIRC 3.5 KM RATIONAL METHOD HYDROGRAPH KK BASIN2 KM 6HR RAINFALL IS 2.75 INCHES KM RATIONAL METHOD RUNOFF COEFFICIENT IS .85 KM RATIONAL METHOD TIME OF CONCENTRATION IS 14 MIN. BA .a486 IN 14 Ql 0 99.6 26.5 19.5 15.7 13.3 11.7 10.5 01 8.2 7.7 7.2 6.9 6.5 6.2 Ql 5.2 5 4.8 4.7 4.6 4.4 4.3 6 5.7 0 01 0 0 0 0 0 0 0 0 KK 1+2 HC 2 22 .opes 3.4 1.9 0 9.5 5.5 n ..... .10 3.1 0 0 8.8 5.3 0 - SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (e-->) DIVERSION OR PUMP FLOU - NO. (.I CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOU 12 BASIN11 - V 22 v DETAIN V 27 ROUTE1 V - - 29 BASIN2 - 40 1+2 .......... - ("*) RUNOFF ALSO COMPUTED AT THIS LOCATION *******+tt**********~~~~~~~~~~~~~~~~~~~~. -t * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * * * * * - REVISED 02 AUG 88 RUN DATE 05/23/1989 TIME 08:06:33 * * * .......................................... - __ 11 10 - IT CARLSBAD RETAIL ASSOCIATES1 PLAZA DE PASEO REAL RATIONAL METHOD HEC-1 RUN ; 100 YR 6-HR STORM WITH DET. ,PER CITY OF CARLSBAD; FILENAME PLZHECl PURPOSE TO DETAIN DIFFERENCE IN FLOW FROM OLD COUNTY CRITERIA TO NEW CWNTY CRITERIA Outlet Works Consist of 3-ft. Weir and SpiLluay with 2:l Side Slopes 36-in. Riser with l-lD-in. Orifice, FLouline of Basin at 185.0 DETENTION BASIN 1 ..................................... * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 * * * ................................. OUTPUT CONTROL VARIABLES IPRNT IPLOT QSCAL 0. HYDROGRAPH PLOT SCALE 5 PRINT CONTROL 2 PLDT CONTROL HYDROGRAPH TIME DATA IDATE 2lJUN88 STARTING DATE ITlME NQ 0000 STARTING TIME 200 NUMBER OF HYDROGRAPH ORDINATES NMlN 2 MINUTES IN COMPUTATION INTERVAL NDDATE 21JUN88 ENDING DATE NDTIME ICENT 0638 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 6.63 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA TEMPERATURE DEGREES FAHRENHEIT ACRES STATION BASIN11 - (0) OUTFLOW 0. 4. 8. 12. 16. 20. 24. 28. 32. 36. 40. 0. - DAHRMN PER 210000 ~~""""~~""""~~~~~~~~~~.~~~~~~~~~~ ...................................................................... 210002 2. 0. 210004 3. 0. 210006 4. 0. 210008 5. 0. 210010 6. . 0. - - 210012 7. 210014 8. 210016 9. 210018 10. 210020 11 .............................................. 0 ............ 210022 12. .o . .o. .o . .o - .o 210024 13. 0. - 210026 14. 0 210028 15. .o 210030 16. .o. 210032 17. 210034 18. .o 210036 19. 210038 20. 210040 21 .......... 0 ................................................. 210042 22. 210044 23. - 0. .o . . 0. - 0. 0. - 210046 24. 0. 210048 25. 0. 210050 26. 0. 210052 27. 0. 210054 28. 0. 210056 29. 0. 210058 30. 0. - - 210100 31 O... ......... ............................................... 210102 32. 210104 33. 0. 0. - 210106 34. 0. 210108 35. . 0. 210110 36. .o. 210112 37. .o. 210114 3%. .o. 210116 39. .o . 210118 40. .o . - - 210120 41 ....... 0 ................................................... 210222 42. .0 210124 43. .o 210126 44. .o 210128 45. .o 210130 46. .o 210132 47. .o 210134 48. .o 210136 49. .o 210138 50. .0 - - - 210140 51 ...... 0 .................................................... 210142 52. 210144 53. .o .o 210146 54. .o 210148 55. .o - 210150 56. .o - 210152 57. .o 210154 58. .o 210156 59. .o 210158 60. 0 210200 61 ..... ....................................................... 210202 62. 0 210204 63. 0 210206 64. 0 210208 65. 0 210210 66. 0 - 210212 67. 0 210214 68. 0 210216 69. 0. 210218 70. 0. 210220 71.. ... 0. ...................................................... 210222 72. 0. 210224 73. 0. - 210226 74. 0. 210228 75. 0. 210230 76. 210232 77. 0. 0. 210234 75. 0. 210236 79. 0. 210238 80. 0. 210240 81 ..... O....................................................... 210242 82. 0. 210244 83. 0. - 210246 84. 0. 210248 85. 0. 210250 86. 0. 210252 87. 0. 210254 88. 0. 210256 89. 0. 210258 90. 0. - - - - - - - 210300 91 .... 0. ...................................................... 210302 92. 210304 93. 0. 0. - 210306 94. 0. 210308 95. 0. 210310 96. 0. 210312 97. 0. - 210314 90. 0. 210316 99. 0. 210318 100. 0. - 210320101 .... O........................................................ 210322 102. 0. 210324 103. 0. 210326 104. 0. 210328 105. 0. 210330 106. 0. 210332 107. 0. 210334 108. 0. 210336 109. 0. 210338 110. 0. - - - 210340111 .... O............................................... 210342 112. 0. 210344 113. 0. 210346 114. 0. 2103L8 115. 0. - ..... 210350 116. 0 . - 210352 117. 0 . 210354 118. 0 . 210356 119. 0 . 210358 120. 0 . 210400121 ... 0.. ...................................................... 210402 122. 0 . 210404 123. 0 . 210406 124. 0 . 210408 125. 0 . 210410 126. 0 . - 210412 127. 0 . 210414 128. 0 . 210416 129. 0 . 210418 130. 0 . 210420131 ... 0. ....................................................... 210422 132. 0 . 210424 133. 0 . - 210426 134. 0 . - - - 210428 135. o . 210430 136. 0 . 210432 137. 0 . 210434 138. 0 . 210436 139. 0 . 210438 140. 0 . 210440141 ... 0 ........................................................ 210442 142. 0 . 210444 143. 0 . - 210446 144. 0 . 210448 145. 0 . 210450 146. 0 . 210452 1L7. 0 . 210454 148. 0 . 210456 149. 0 . 210458 750. 0 . - - " - 210500151 ... 0. ....................................................... ~10502 152. o . 210504 153. 0 . 210506 154. 0 . 210508 155. 0 . 210510 156. 0 . 210512 157. 0 . 210514 158. 0 . 210516 159. 0 . 210518 160. 0 . - - - 210520161. . .O. ...................... .......... 210522 162. 0 . 210524 163. 0 . 210526 164. 0 . 210528 165. 0 . 210530 166. 0 . 210532 167. 0 . 210534 168. 0 . 210536 169. 0 . 210538 170. 0 . 210540171 ... 0 ....................... 210542 172. 0 . - - - 210544 173. o . 210546 174. 0 . 210548 175. 0 . - 210550 176. 0 - 210552 177. 0 210554 178. 0 210556 179. 0 210558 180. 0 210600 181. . .O. . 210602 182. 0 210604 183. 0 210606 184. 0 210608 185. 0 210610 186. 0 - 210612 187. 0 - - 210616 189.0 210614 188.0 210618 1900 210620 1910 . . . . 210622 1920 210624 1930 210626 1940 210628 1950 210630 1960 - 210632 1970 210634 1980 210636 1990 210638 2000---------.-- - - - . . . . . . . .. ......... ... .... ...... . "....... ...................... STATION DETAIN - (I) INFLOW, (0) OUTFLOW 0. 5. 10. 15. 20. 25. 30. 35. 40. 0. 0. 0. (S) STORAGE - .o .o .o .o .o .o .o .2 .4 .6 .o .o DAHRMN PER 2lOOOO 1~"""" ..................................... """".~"""".~--------"-------- .......................... 210002 20 I. S 210004 3. 0 .I. 210006 4. 0 - .s .s .s .I - 210008 5. 0 . 210010 6. 0 . 210012 7. 0 . .I 210014 8. 0. .I 210016 9. .o I. .s . 210018 10. 0. I. s. 210020 11. .......... .o. ....................... .I. .. .s. .................. 210022 12. .o 1. .s 210024 13. 210026 14. 210028 15. 210030 16. 210032 17. 210034 18. 210036 19. 210038 20. 210040 21. ....... 1.. .... 0 ........................... s... ............... I. I. .s. s. - .s - .o .I .s. . s. . s. s. I. 0 . s. .s. I. 0. .s. .I .o . .s . 0. I. - I . I 0. .I .o - - 210042 22. 210044 23. .s 210046 24. .s 210048 25. . I .o .s S 210050 26. . I .o S 210052 27. .I .o S. 210054 28. .I 0 S. 210056 29. . I 0. s. 210058 30. . I 0. s. 210100 31 ....... 1.0 ............................. S .................... .I. 0. . I .o . I .o - - - 210102 32. . IO. s. 210104 33. 210106 34. .I 0. 210108 35. .IO. .I 0. s. s. s. s. s. .I 0 . s. . s. _I 0 . . 5. - 210110 3b. .I 0 . 210112 37. .I 0 . 210114 38. - 210116 39. .IO 210118 40. 210120 41 ...... 1.0 .............................. s ...................... 210122 42. _I 0 210124 43. _I 0 210126 44. 210128 45. 10 210130 46. 10 210132 L7. 10 210134 48. 10 - 210136 49. IO - .s. .s. .I 0 .s. .s. .s. .s. .s .s 210138 50. 10 .s 210140 51 ..... 1.0 ............................... s ...................... 210142 52. I .o 210144 53. I .o .s - - .s . 210146 54. I .o - 210148 55. .s . IO .s . 210150 56. 10 .s. 210152 57. 10 210154 58. .s 210156 59. 10 IO .s 210158 60. .s IO .s 210200 61. ... IO. .S. 210202 62. IO. 210204 63. .s IO. 210206 64. .s IO. 210208 65. .s IO. 210210 66. .s 210212 67. IO. .s IO. 210214 68. .s I. 210216 69. .s I. 210218 70. .s IO . .s 210220 71 .... IO .............................. -S................ - .............................. ............. .- - - - 210222 72. IO . 210224 73. .s 10 . 210226 74. .s 10 . 210228 75. .s IO . 210230 76. .s I0 . 210232 77. 10 . .s 210234 78. IO . .s .s 210236 79. 10 . 210238 80. .s I. .s 210240 81 .... I ................................ S.. ............ " - - 210242 82. I. 210244 83. .s I. 210246 84. .s 1. 210248 85. .s I. 210250 86. .s I. 210252 87. .s IO . 210254 88. .s LO . .s .s - - 210256 89. IO . 210258 90. 10 . .s 210300 91 ... 10 ................................ s...... .................. 210302 92. 10 . 210304 93. 10 . 210306 94. 10 . 210308 95. 10 . - .s .s .s - 210310 9b. .s 210312 97. 10 . IO . .s 210314 98. .s IO . .s 210318 100. .s 10 . .s 210320101 ... IO.. .............................. 5. ....................... 210322 102. 10 . 210324 103. .s 10 . 210326 104. S 10 . S 210328 105. 10 . S - 210330 106. IO . S 210332 107. 10 . S 210334 108. 10 . S 210336 109. I 0 . 210338 110. I 0 . S S 210340111 ... 1.0 ............................... s ........................ 210342 112. I 0 . - 210344 113. I 0 . - 210316 99. 10 . - - 5 S. 210346 114. I 0 . - 210348 115. I 0 . 210350 116. I 0 . 210352 117. I 0 . 210354 118. I 0 . 210356 119. I 0 . 210358 120. I 0 . 210400 121. . .I.O. . 210402 122. 1 0 . 210404 123. I 0 . 210406 124. IO . - 210408 125. IO . 210410 126. IO . 210412 127. 10 . 210414 128. IO . 210416 129. IO . 210418 130. IO . 210L20 131. . .IO .. - 210422 132. IO . 210424 133. IO . 210426 134. IO . 210428 135. IO . 210430 136. IO . 210432 137. IO . 210434 138. IO . 210436 139. IO . 210438 140. IO . 210440 141. . .IO .. - 210442 142. IO . 210444 143. IO . 210446 144. 10 . 210448 145. IO . 210450 146. IO . 210452 147. I 0 . 210454 148. I 0 . 210456 149. I 0 . 210458 150. I 0 . 210500 151. . I 0 . . - .- - - - - - - 210502 152. I 0 . 210504 153. 1 0 . 210506 154. I 0 . 210508 155. I 0 . 210510 lsb. I 0 . - 210~12 157. I o . 210514 158. I 0 . - 210516 159. I 0 . 210518 160. I 0 . 210520 161. . I 0 . . - 210522 162. I o . 210524 163. I 0 . 210526 164. I 0 . 210528 165. 10 . 210530 166. IO . 210532 167. IO . 210534 168. IO . - 210536 169. IO . 210538 170. IO . 210540 171. . IO. .. 210542 172. IO , 210544 173. IO . - - S. S. S. S. S. S. S. ......................... s. ............... S. s. s. s. s. s. s. s. s. ........................ s.. ....................... s. s. s. s. s. s. s. s. s. ........................ s .......................... . s. . s. . s. s. . s. . s. . s. . s. s. ....................... s. ......................... .s. .s. .s. .s. .s. .s. .s. .s. .s. ....................... s.. ......................... .s .s. .s . .s .s .s. .s. .s . .s ...................... s ........................... .s. .s 210546 174. IO . - 210548 175. 10 . 210550 176. 10 . 210552 177. 10 . 210554 178. IO . 210556 179. IO . 210558 180. 10 . 210600 181. . IO. . . 210602 182. I 0 . 210604 183. 10 . - 210608 185. I 0 . 210606 184. 10 . 210610 186. I 0 . 210612 187. I 0 . 210614 188.1 0 210616 189.1 0 210618 1901 0 210620 1911 .O. . . . - - - - 210622 1921 0 210624 1931 0 210626 1941 0 210628 1951 0 210630 19610 210632 19710 210634 19810 210636 19910 210638 20010--------. - - .s .s .s .s .s .s .s . .s. .s .s .s .s .s .s .s .s .s .s. . .s .s .s .s .s .s .s .s ..... STATION ROUTE1 - (I) INFLOW, (0) OUTFLOW 0. 4. 8. 12. 16. 20. 24. 28. 0. 0. 0. 0. DAHRMN PER 210000 1I.""". ........................................................................................................ 210002 201 210004 30 I 210006 4. 0 I 210008 5. 0 I . 210010 6. I. - 210012 7. 01 . - - 210074 8. 01. 210016 9. 01 210018 10. 0 _I 210020 11 ............ a .. .............................................. 210022 12. .o I 210024 13. 0. I - - 210026 14. 0 .I 210028 15. 210030 16. 210032 17. IO 210036 19. 210034 18. . 10 . 210038 20. 210040 21 .................. 1 .. O... ..................................... 210042 22. .IO . 210044 23. 10 .I .IO - I .0 - _I 0 . - 210046 24. IO 210048 25. 10. 210050 26. I. 210052 27. I. 210054 28. 210056 29. .I. .I 210058 30. . 10 210100 31. .......... 10 ....................................... 210102 32. _I 210104 33. .IO - - - 210106 34. .I 210108 35. I 210110 36. 210112 37. I I. 210114 38. I. 210116 39. I. 210118 LO. I. - - 210120 41 ......... I .......................................... 210122 42. I. 210124 43. 10 . 210126 L4. I. 210128 45. I. 210130 46. . 10 . 270132 47. .I. 210134 48. .I_ 210136 49. . 10 . 210138 50. .I - - - 210140 51. ...... I ....................... 210142 52. 210144 53. .I . 10 210146 54. .I 210148 55. .I - ..... ..... ..... 210150 56. 210152 57. 210154 sa. 210158 60. 210156 59. 210200 61. 210202 62. 210206 64. 210204 63. 210208 65. 210210 66. 210212 67. 210214 68. 210218 70. 210216 69. 210220 71. 210222 72. 210224 73. 210226 74. 210228 75. 210230 76. 210232 77. 210234 78. 210236 79. 210238 80. 210240 87. 210242 82. 210244 83. 210246 84. 210248 85. 210250 86. 210252 87. 210254 88. 210256 89. 210258 90. 210300 91. 210302 92. 210304 93. 210306 94. 210308 95. 210310 96. 210312 97. 210314 98. 210316 99. 210318 100. 210320 101. 210322 102. 210324 103. 210326 104. 210328 105. 210330 106. 210332 107. 210334 108. 210336 109. 210338 110. 210340 111. 210342 112. 210344 113. 210346 114. ... ... ... ... 210348 115. I. .... .... .... .... ...... ...... ...... ...... ... ... ... ... ..................... ....... ....... ....... .... .... .... .... ..... ..... 210350 116. I. - 210352 117. I. 210354 118. I. 210356 119. I. 210358 120. I. 210400121 .... I.. ..................................................... 210402 122. 210404 123. I. I. 210406 124. I. 210408 125. I. 210410 126. I. 210412 127. I. 210414 128. I. 210416 129. I. 210418 130. I. 210420131 .... I. ..................................................... 210422 132. I. 210424 133. 1. - 210426 134. I. 210428 135. I. 210430 136. I. 210432 137. I. 210434 138. I. 210436 139. 210438 140. I. I. 210440141 .... 1 ...................................................... 210442 142. I. 210444 143. I. - 210446 144. 210448 145. IO . I. 210450 146. I. 210452 147. I. 210454 148. I. 210456 149. I. 210458 150. I. - - - - - - - - 210500151 .... I ....................................................... 210502 152. I. 210504 153. I. 210506 154. I. 210508 155. I. 210510 156. 1. 210512 157. I. 210514 156. I. 210516 159. I. 210518 160. 1. - - - 210520161 .... 1. ....................................................... 210522 162. I. 210524 163. I. 210526 164. I. 210528 165, I. 210530 166. I. 210532 167. I. - 210534 168. I. 210536 169. I. 210538 170. I. 210540171 .... 1 ........................................................ 210542 172. I. 210544 173. I. 210546 174. I. - 210548 175. I. - - 210550 176. I - 210552 177. 210554 178. I 210556 179. 10 I 210558 180. I - 210600 181. .. I . 210602 182. 210604 183. I I - 210606 184. 10 210608 185. I 210610 186. I - 210612 187. I 210614 188. I 210616 189. I - 210618 190. I 210620 191. .I. .. 210622 192. I 210624 193. 10 - 210626 194. I 210628 195. I 210630 196. I 210634 198.10 210632 197. I 210636 199.1 - 210638 200.1-------- - ... STATION BASIN2 - (0) OUTFLOW 0. 10. 20. 30. 40. 50. 60. 70. 80. 90. 100. 0. DAHRMN PER ~~0000 ~0.""". ......................................................................................................... 210002 2. .o 210004 3. 0. 210006 4. 210008 5. 210010 6. 210012 7. 210014 8. 0 210016 9. 0. 210018 10. 0. 210020 11 .................................. 0 ......................... 210022 12. 210024 13. -. 210026 14. 210028 15. 210030 16. 210032 17. 210034 18. .o 210036 19. 210038 20. 210040 21 ........... 0 ................................................. 210042 22. 0 210044 23. 0. - 210046 24. 0. 210048 25. 0. 210050 26. 210052 27. 0. 0. 210054 28. 0. 210056 29. 0. 210058 30. .o. " - .o 0. .o - .o. - 0. 0. 0. 0. 0. .o. - .o .o - - - 210100 31 0 ........ .................................................... 210102 32. .o. 210104 33. 210106 34. .o .o 210108 35. .o 210110 36. .o 210112 37. .o 210114 38. .o 210116 39. .o 210118 40. .o - - - 210120 41 ...... 0 ..................................................... 210122 42. .o 210124 43. .o 210126 44. .o 210128 45. .o 210130 46. .o 210132 47. .o 210134 48. .o 210136 49. .o 210138 50. .o 210140 51 ..... 0 ...................................................... 210142 52. 0 210144 53. 0 210146 54. 0 210148 55. 0 - - - - 210150 56. 0 - 210152 57. 0 210154 58. 0. 210156 59. 0. 210158 60. 0. 210200 61 ..... 0. .................................................... .. 210202 62. 0. 210204 63. 0. 210206 64. 0. 210208 65. 0. 210210 66. 0. - 210212 67. 0. 210214 68. 0. 210216 69. 0. 210218 70. 0. 210220 71....0.. ..................................................... 210222 72. 0. 210224 73. 0. - 210226 74. 0. 210228 75. 0. 210230 76. 0. 210232 77. 0. 210234 78. 0. 210236 79. 0. 210238 80. 0. 210240 81 .... 0.. ............................................. 210242 82. 0. 210244 83. 0. - 210246 84. 0. 210248 85. 0. 210250 86. 0. 0. 210254 88. 0. 210256 89. 0. 210258 90. 0. 210300 91 .... 0. .............................................. 210302 92. 0. 210304 93. 0. - 210306 94. 0. 210308 95. 0. 210310 96. 0. 210312 97. 0. 210314 98. 0. 210316 99. 0. 210318 100. 0 . - - - - - 210252 87. - - - - 210320101 ... O... .................................................... 210322 102. 0 . 210324 103. 0 . 210326 104. 0 . 210328 105. 0 . 210330 106. 0 . 210332 107. 0 . 210334 108. 0 . 210336 109. 0 . 210338 110. 0 . 210340111 ... O..... .............................................. 210342 112. 0 . 210344 113. 0 . 210346 114. 0 . 210348 115. 0 . - - - - 210350 116. 0 . - 210352 117. 0 . 210354 118. 0 . 210356 119. 0 . 210358 120. 0 . 210400121 ... 0 ........................................................ 210402 122. 0 . 210404 123. 0 . 210406 124. 0 . 210408 125. 0 . 210410 126. 0 . 210412 127. 0 . 210414 128. 0 . 210416 129. 0 . 210418 130. 0 . 210420131 ... 0 ......................................................... 210422 132. 0 . 210424 133. 0 . - 210426 134. 0 . 210428 135. 0 . 210430 136. 0 . 210432 137. 0 . 210434 138. 0 . 210436 139. 0 . 210438 140. 0 . 2104L0141 ... 0 ......................................................... 210442 142. 0 . 210444 143. 0 , - 210446 144. 0 . 210448 145. 0 . 210450 146. 0 . 210452 147. 0 . - - - - - - - 210454 148. o . 210456 149. 0 . 210458 150. 0 . - 210500151 ... 0 ......................................................... 210502 152. 0 . 210504 153. 0 . 210506 154. 0 . 210508 155. 0 . 210510 156. 0 . 219512 157. 0 . - 210514 158. 0 . 210516 159. 0 . 210518 160. 0 . - . - 210520 161. . .O. ....... ......................... 210522 162. 0 . 210524 163. 0 . 210526 164. 0 . 210528 165. 0 . 210530 166. 0 . 210532 167. 0 . - 210534 168. 0 . 210536 169. 0 . 210538 170. 0 . 210540 171. . .O. ....... 210542 172. 0 . 210544 173. 0 210546 174. 0 210548 175. 0 . - ................ - - 210550 176. 0 . 210552 177. 0 210554 178. 0 . 210556 179. 0 .. 210558 180. 0 210600181 .. O....................................................... .. 210602 182. 0 210604 183. 0 210606 184. 0 210608 185. 0 210610 186. 0 210612 187. 0 210614 188.0 210616 189.0 210618 1900 2106201910. .......................................................... 210622 1920 210624 1930 210626 1960 210628 1950 210630 1960 210632 1970 210634 1980 210636 1990 210638 2000 ...................................................................................................................... STATION 1+2 - (0) OUTFLOW 0. 10. 20. 30. 40. 50. 60. 70. 80. 90. 100. 110. - DAHRMN PER 2~0000 10"""" ......................................................................................................... 210002 2. .o 210004 3. 0. - 210006 4. 210008 5. 210010 6. .o . .o 0. " 210012 7. 210014 8. 210016 9. 210018 10. 210020 11 ....................................... 0 210022 12. 210024 13. - 210026 14. 210028 15. 210030 16. .o 0 210032 17. 0. 210034 18. . 0. 210036 19. .o 210038 20. 0 210040 21 .................. 0 ......................................... 210042 22. 210044 23. 0. .o .o - .o. .................... .o . 0. 0 - - .o .o - 210046 24. 0 210048 25. 0. 210050 26. 0. 210052 27. 0. 210054 28. 0. 210056 29. 210058 30. .o. .o. - - 210100 31 ............ 0 ............................................... 210102 32. .o . 210104 33. 210106 34. .o .o 210108 35. .o 210110 36. .o 21u12 37. .o 210114 38. 0 210116 39. 0 210118 40. 0 - - - 210120 41..... ..... 0 .................................................. 210122 42. 0. 210124 43. 0. 210126 44. 0. 210128 4s. 0. 210130 46. 0. 210132 47. 0. - 210134 48. 0. 210136 49. 0. 210138 SO. 0. 210140 51 ........ 0 ................................................... 210142 52. 0. 210144 53. .o. 210146 54. .O. 210148 55. .o. - - " 210150 56. .o - 210152 57. 210154 58. .o .o 210158 60. 210156 59. .o .o 210200 61. ...... 0 . 210202 62. 210204 63. .o 210206 64. .a .o 210208 65. .o 210210 66. .o - 210212 67. .o 210214 68. .o 210216 69. 210218 70. .o 210220 71. ..... 0 .. .o 210222 72. 210224 73. - 210226 74. 210228 75. 210230 76. 210232 77. 210234 78. 210236 79. 210238 80. 210240 81. .... .O. .. 210242 82. .o 210244 83. - 210246 84. .o .o 210248 85. .o 210250 86. .o 210252 87. .o 210254 88. 210256 89. .a 210258 90. .o .a - 210300 5'1. .... .O. .. 210302 92. 210304 93. .o 0 210306 94. 210308 95. 0 210310 96. 0 2U312 97. 0 - 210314 98. 0 0 210316 99. 0 210318 100. 0 ". - - .a .a .o .a .o .o .a .a .o - - - - - 210320 101. .... 0 ... 210322 102. 210324 103. 0 0 210326 104. 210328 105. 0 0 210330 106. 210332 107. 0 0 0 0 0 - - 210334 108. 210336 109. 210338 110. - 210340 111. ... .O. ... 210342 112. 0. 210344 113. 210346 114. 0. 0. 210348 115. 0. - .......................................... .......................................... ................................................... ................................................... ................................................... .......................................... 210350 116. 0. - 210352 117. 0. 210354 118. 0. 210356 119. 0. 210358 120. 0. 210400121 ..... 0. ...................................................... 210402 122. 0. 210404 123. 0. 210406 124. 0. 210408 125. 0. 210410 126. 0. - 210412 127. 0. __ - 210414 128. 0. 210416 129. 0. 210418 130. 0. 210420131 ..... O... .................................................... 210422 132. 0. 210424 133. 0. __ 210426 134. 0. 210428 135. 0. 210430 136. 0. - 210432 137. 0. 210434 138. 0. 210436 139. 0. 210438 140. 0. 210440141 .... O....................................................... 210442 142. 0. 210444 143. 0. - 210446 144. 0. 210448 145. 0. 210450 146. 0. 210452 147. 0. 210454 148. 0. 210456 149. 210458 150. 0. 0. 210500151 .... O....................................................... 210502 152. 0. 210504 153. 0. - 210506 154. 0. 210508 155. 0. 210510 156. 0. 230512 157. 0. 210514 158. 0. 210516 159. 0. 210518 160. 0. - - - - - - 210520161 .... O....................................................... 210522 162. 0. 210524 163. 0. 210526 164. 0. 210828 168. 0. 210530 166. 0. 210532 167. 0. 210534 168. 0. 210536 169. 0. 210538 170. 0. - - - 210540171 .... 0. 210542 172. 0. 210544 173. 0. 210546 174. 0. 210548 175. 0. - 210550 176. 0. - 210552 177. 0. 210554 178. 210556 179. 0. 0. - 210558 180. 0. 210600181 .... O... ..................................................... 210602 182. 0. 210604 183. 0. 210606 184. 0 . 210608 185. 0 . 210610 186. 0 . - - 210612 187. 0 210614 188. 0 210616 189. 0 210618 190. 0 210620191.0 ........................................................... 210622 192.0 210624 193.0 210626 194.0 210628 195.0 210630 196.0 - 210632 197.0 210634 198.0 210636 199.0 2,0638 200 ~""""..""" ...................................................................................................... - - - FLOW IN CUBIC FEET PER SECOND RUNOFF SUMMARY TIME IN HOURS. AREA IN SQUARE MILES OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF HYDROGRAPH AT BASIN11 37. .33 5. 5. 5. .03 ROUTED TO DETAIN 25. .47 5. 5. 5. .03 188.36 ROUTED TO ROUTE1 25. .50 5. 5. 5. .03 HYDROGRAPH AT BASIN2 100. .23 12. 11. 11. .05 2 COMBINED AT 1 +2 103. .23 17. 16. 16. .07 .47 - (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) SUMMARY OF KINEMATIC WAVE ROUTING INTERPOLATED TO COMPUTATION INTERVAL - ISTAQ ELEMENT Dl PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK - (MIN) (CFS) (MIN) (IN) (MINI (CFS) (MIN) (IN) ROUTE1 3 .49 ryS, 29.16 1.91 2.00 24.76 30.00 1.90 - - CONTINUITY SUMMARY (AC-FT) - INFLOW;. 2.654 EXCESS= .OD0 OUTFLOW= 2.652 BASIN STORAGE= ,001 PERCENT ERROR;. .016 - *** NORMAL END OF HEC-1 I** APPENDIX D HEC-1 Input Parameters POND-2 Version: 4.02 S/N: 86020G5G CARLSBAD RETAIL ASSOCIATES PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL DETENTION BASIN DESIGN CALCULATED 05-22-1969 06:20:42 DISK FILE : C:CRA . VOL Planimeter scale: 1 inch = 40 ft. Elevation Planimeter Area ( ft) (sq.in.) (acres) 165.00 0.00 166. 00 4.75 167.00 *I* 186.00 166.50 5.65 *I* 189.00 *I* 190.00 0.00 0.17 0.19 0.21 0.22 0.23 6.94 0.25 * Al+AZ+sqr(Al*AZ) Volume (acres) (acre-ft) 0.00 0.00 0.17 0.06 0.55 0.56 0.18 0.66 0.39 0.67 0.11 0.70 0.22 0.47 *I* ---> Interpolated area from closest IA = (sq.rt(Area1) + ((Ei-El)/(E2-E1))* Volume Sum (acre-ft) """""_ 0.00 0.06 0.24 0.45 0.56 0.67 0.92 two planimeter readings. 2 (sq.rt(Area2)-sq.rt(Areal))) where: El, E2 = Closest two elevations with planimeter data Ei Areal,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei = Elevation at which to interpolate area " * Incremental volume computed by the Coni'c Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES DETENTION BASIN DESIGN PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) 165.00 165.50 186. 00 186.50 187.00 166.00 167.50 168.50 169.00 169.50 190.00 Q (cfs) 0.0 1.9 2.6 3.2 3.7 13.2 4.1 29.4 50.9 67.9 66.9 - - - - - - - Contributing Structures """""~"""""~" 1 1 1 1 I 2 +1 2 +1 3 +2 fl 3 +2 +1 3 +2 +1 3 +2 +1 Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES DETENTION BASIN DESIGN PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. Outlet Structure File: c: CRA . STR Planimeter Input File: *** NONE **X - Rating Table Output File: *** NONE *** - Min. Elev. (ft) = 185 Max. Elev.(ft) = 190 Incr.(ft) = .5 Additional elevations (ft) to be included in table: .......................... - .............................................. ................................................ SYSTEM CONNECTIVITY Structure No. Q Table Q Table """"" WEIR-XY STAND PIPE 2 ORIFICE 1 "_ """ - - - - - - - 3 "> 3 "> 2 "> 1 Outflow rating table was not stored to disk. Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. DETENTION BASIN DESIGN ORIFICE Orifice - Based on Area and Datum Elevation El elev. (ft)? 185 E2 elev. (ft) ? 190.1 Orifice coeff.? .6 Invert elev. (ft) ? 185 Datum elev. (ft) ? 185 Orifice area (sq ft)? .545 Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES PLAZA DE PASEO REAL DETENTION BASIN DESIGN LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. Outflow Rating Table for Structure #1 ORIFICE Orifice - Based on Area and Datum Elevation Elevation (ft) Computation Messages 185.00 185.50 186.00 186.50 187.00 187.50 188.00 188.50 139.00 189.50 190.00 0.0 2.6 1.9 3.2 3.7 4.1 4.5 4.9 5.2 5.6 5.9 H = 0.0 H = .5 H = 1.0 H = 1.5 H = 2.0 H = 2.5 H = 3.0 H = 3.5 H = 4.0 H = 5.0 H = 4.5 H (ft) = Table elev. - Datum elev. ( 185 ft ) C = .6 A = .545 sq.ft. Q (cfs) = C * A * sqr(2g * H) Outlet Structure File: CRA . STR POND-2 Version: 4.02 SIN: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES DETENTION BASIN DESIGN PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. >>>>>> Structure No. 2 <<<<<< (Input Data) STAND PIPE Stand Pipe with weir or orifice flow El elev. (ft) ? E2 elev. (ft)? 187.5 190.1 Invert elev. (ft) ? 187.5 Diameter (ft) ? 3 Weir coefficient? 2.6 Orifice coefficient? .G Transition height (ft)? 1 Start transition elev. (ft) @ ? 187 Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES DETENTION BASIN DESIGN PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. Outflow Rating Table for Structure +2 STAND PIPE Stand Pipe with weir or orifice flow ***** INLET CONTROL ASSUMED ***** Elevation (ft) 185.00 185.50 186.00 186.50 187.00 187.50 188.00 188.50 189.00 189.50 190.00 """"""" (I (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 24.5 8.7 41.7 48.1 53.8 - - - - - - - Computation Messages E < Inv.El.= 187.5 E < E1=187.5 E < E1=187.5 E < E1=187.5 E < E1=187.5 Weir: Weir: H = 0.0 Weir: H = .5 Orifice: H = 1.0 Orifice: H = 1.5 Orifice: H = 2.0 H = 2.5 """""""""""" Weir Cw = 2.6 Weir length = 9.424779 ft Orifice Co = .G Orifice area = 7.0G8584 sq.ft. Q (cfs) = (Cw * L * H**1.5) or (Co * A * sqr(2*g*H)) No transition used, transition zone ends below 188.8889 ft Weir equation = Orifice equation I? elev.= 188.8889 ft Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES DETENTION BASIN DESIGN PLAZA DE PASEO REAL LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. >>>>>> Structure No. 3 <<<<<< (Input Data) WEIR-XY El (ft) =188.5 E2 (ft) =190.01 Weir - Defined by X, Y Coordinates X dist. (ft) Y elev. (ft) """""_ """""_ 0 190 3 188.5 9 G 188.5 190 Outlet Structure File: CRA . STR POND-2 Version: 4.02 S/N: 88020656 Date Executed: 05-22-1989 Time Executed: 08:21:44 ................................................. CARLSBAD RETAIL ASSOCIATES PLAZA DE PASEO REAL DETENTION BASIN DESIGN LOCATED AT CORNER OF DOVE LANE AND EL CAMINO REAL ................................................. Outflow Rating Table for Structure #3 WEIR-XY Weir - Defined by X, Y Coordinates ***** INLET CONTROL ASSUMED ***** Elevation (ft) 185.00 18G. 00 185.50 186.50 187.00 187.50 186.00 188.50 189.00 189.50 190.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.9 13.2 28.2 Computation Messages """""""""""" E < Y min= 188.5 E < E1=188.5 E < E1=188.5 E < E1=188.5 E < E1=188.5 E < E1=188.5 E < E1=188.5 E = Y min= 188.5 W(ft)= 5.0 Max. D(ft)= .5 W(ft)= 7.0 Max. D(ft)= 1.0 W(ft)= 9.0 Max. D(ft)= 1.5