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Home My WebLink AboutCDP 04-59; Bob Baker Jeep Facility Expansion Site; Drainage; 2007-06-20DRAINAGE REPORT FOR BOB BAKER FACILITY EXPANSION SITE Job Number 14140-A June 20. 2007 iCK ENGINEERING COMPANY RICK ENGINEERING C RICK :Ni;iNi-i:iU\Cl CAIMI'ANY ill kvni^inrcriniiA oiu DRAINAGE STUDY RECEIVED FOR JUL 2 6 2007 CARLSBAD BOB BAKER JEEP FACILITY EXPANSIOU^«*«|||^Q ^^p^ Job Number 14140-A Timothy J. Murphy R.C.E. #35171 Exp. 09/07 Prepared for; Bob Baker Enterprises 591 Camino De La Riena, suite 1100 San Diego, CA- 92108 Prepared by: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619) 291-0707 June 20, 2007 Page 2 6/21/2007 TABLE OF CONTENTS 1.0 INTRODUCTION 2 2.0 VICINITY MAP 3 3.0 HYDROLOGY/HYDROLOGIC METHODOLOGY AND CRITERIA 4 4.0 HYDROLOGIC RESULTS 6 5.0 CONCLUSION 7 TABLES Table 3.2: Summary of Post-Project Peak Discharge Rates APPENDICES Appendix A: 100-Year 6-Hour Post-Project Rational Method Output MAP POCKETS Map Pocket 1: Bob Baker Drainage Map Post-Project Condition Page 1 6/21/2007 1.0 INTRODUCTION This drainage report presents the post-project hydrologic analyses for the Bob Baker Jeep ^ Facility expansion project site. The project site is located at 5555 Car Country Drive in the City of Carlsbad, County of San Diego. The site is situated east of the 1-5, between ^ Cannon Road and Palomar Airport Road. See the Vicinity Map, located in Section 2.0 of , this report, for the approximate location of the project. ^ Bob Baker Jeep is a new and used vehicle sales and service facility that encompasses m approximately 4.23 acres. The proposed project includes the remodeling of one interior m dealership showroom, the addition of approximately square feet of service writers «• area, a new service drive canopy, a new equipment and materials storage building approximately 498 square feet, a new trash enclosure, and additional parking spaces in * two locations. The existing paved lunch area will be relocated adjacent to the new service writers building. Ribbon gutters and a storm drain grate inlet will be constructed to adequately convey drainage in the site. Page 2 6/21/2007 2.0 VICINITY MAP PACFIC OCEAK VICINITY MAP NO SCALE. Page 3 6/21/2007 3.0 HYDROLOGY/HYDROLOGIC METHODOLOGY AND CRITERIA Hvdroloev and Hydraulics: In the pre-project condition, the northern portion of the project discharges to an existing Type G inlet along the western boundary of the project. The remaining portion of the project discharges off-site via the driveway entrance to an existing San Diego Regional Type B curb inlet for larger storm events, however nuisance flows are conveyed in a ribbon gutter along the southern portion of the project to the southernmost existing Type G inlet. The on-site storm drain along the western boundary of the site connects to the municipal storm drain system along Car Country Drive that eventually discharges into Agua Hedionda Lagoon. The proposed expansion of the Bob Baker Jeep site does not alter the existing drainage patterns, with the exception of the area from the six additional inventory parking spaces along the southwestern comer of the site. A Type G inlet will be constructed to convey flows from the runoff generated from the six additional parking spaces. In the post- project condition there will be a total of three Type G inlets on-site (two existing and one proposed). It should be noted that the southern existing Type G inlet would not receive runoff from any part of the proposed project. In both the pre-project and post-project condition, the on-site storm drain system connects to the municipal storm drain system within Car Country Drive. The municipal storm drain system ultimately discharges to Agua Hedionda Lagoon. Rational Method Methodology and Criteria: The hydrologic model is developed by creating independent node-link models of each interior drainage basin and linking these sub-models together at confluence points. The program has the capability to perform calculations for 15 hydrologic processes. These processes are assigned code numbers that appear in the results. The code numbers and their significance are as follows: Page 4 6/21/2007 Code 1 Confluence analysis at a node Code 2 Initial subarea analysis •m Code 3 Pipe flow travel time (computer-estimated pipe sizes) Code 4 Pipe flow travel time (user-specified pipe size) Code 5 Trapezoidal channel travel time Ml Code 6 Street flow analysis through a subarea ,1, Code 7 User-specifled information at a node M Code 8 Addition of the subarea runoff to mainline •a Code 9 V-Gutter flow thru subarea <M Code 10 Copy main-stream data onto a memory bank m Code 11 Confluence a memory bank with the main-stream memory Code 12 Clear a memory bank Code 13 Clear the main-stream memory Code 14 Copy a memory bank onto the main-stream memory Code 15 : Hydrologic data bank storage functions In order to perform the hydrologic analysis; base information for the study area is required. This information includes the drainage facility locations and sizes, land uses, flow patterns, drainage basin boimdaries, and topographic elevations. Drainage basin boundaries, flow patterns, and topographic elevations were determined from the drainage exhibit located in map pocket 1. The hydrologic conditions were analyzed in accordance with the County of San Diego's design criteria as follows: Design Storm: 100-year, 6-hour Runoff Coefficients (based on % impervious): Commercial (Paved) C = 0.84 Soil Type: B Rainfall Intensity: Based on time-intensity criteria per County of San Diego Page 5 6/21/2007 4.0 HYDROLOGIC RESULTS The 100-year peak flow rates for the post-project condition from the Rational Method can be found in Table 3.1. The work map titled, "Bob Baker Drainage Map" presents the proposed watershed boimdaries for all tributary areas to the project site, as well as Rational Method node numbers and areas. This map can be located in Map Pocket 1 of this report. Rational Method computer output for the post-project condition can be found in Appendix B. Table 3.1 Summary of Post-Project Peak Discharge Rates •M Time of 100-Year 6-Hour System Area (acres) Concentration Peak Flow Rate (minutes) (cfs)* •m 100 1.18 8.39 1.90 •m . 200 0.93 8.33 1.51 •m 300 0.06 6.00 0.12 'cfs = cubic feet per second Page 6 6/21/2007 5.0 CONCLUSION This drainage report presents the 100-year, 6-hour post-project hydrologic analyses for the Bob Baker Jeep Facility expansion project. This proposed expansion does not change the existing drainage pattern. Existing and proposed Type G inlets will convey runoff from the site and is discharged into an existing storm drain system located on Car Country Drive, that ultimately discharges into the Agua Hedionda Lagoon downstream. All post-project flows will be treated per the Storm Water Standards Manual. Please refer to the report titled, "Storm Water Management Plan for Bob Baker Jeep Facility Expansion" dated June 22, 2007, prepared by Rick Engineering Company (Job Number 14140-A) for more information on water quality issues. Page? 6/21/2007 100 BBAKER.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 FILE NAME: BBAKER.DAT TIME/DATE OF STUDY: 10:01 06/20/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.840 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED ^USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)^^ ~~1 ~3oTo ioTo" 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.10 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. CDepth)*(velocity) Constraint = 6.0 CFT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00. UPSTREAM ELEVATION(FEET) = 93.30 DOWNSTREAM ELEVATION(FEET) = 88.80 ELEVATION DIFFERENCECFEET) = 4.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 ^CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 2.342 SUBAREA RUNOFF(CFS) = 0.16 Page 1 mm BBAKER.TXT TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.16 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.80 DOWNSTREAM(FEET) = 69.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 444.00 CHANNEL SLOPE = 0.0446 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 1.886 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.09 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.39 TC(MIN.) = 8.39 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 1.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VEL0CITY(FEET/SEC.) = 4.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 534.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 1.89 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.18 TC(MIN.) = 8.39 PEAK FLOW RATECCFS) = 1.90 END OF RATIONAL METHOD ANALYSIS Page 2 20O BBAKER2.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 FILE NAME: BBAKER2.DAT TIME/DATE OF STUDY: 10:05 06/20/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.840 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ~~1 ~30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.10 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 98.00 DOWNSTREAM ELEVATIONCFEET) = 92.50 ELEVATION DIFFERENCE(FEET) = 5.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.488 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 2.342 SUBAREA RUNOFF(CFS) = 0.14 Page 1 BBAKER2.TXT TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.14 ftAftA*ft*ftftftAftAAftAA*ftftftft*Aft*ftAAftA*ftA*AAAA*A*ftft*A*Aft*ft*Aftft*ftAAAAft**AAAAAAAAA FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 92.50 DOWNSTREAM(FEET) = 79.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0342 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 1.896 *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 2.72 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 8.33 SUBAREA AREA(ACRES) = 0.86 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.93 PEAK FLOW RATE(CFS) = 1.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.25 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 430.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.33 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 0.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.51 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.93 TC(MIN.) = 1.51 8.33 END OF RATIONAL METHOD ANALYSIS Page 2 ^60 BBAKER3.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2003 Advanced Engineering Software (aes) ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 FILE NAME: BBAKER3.DAT TIME/DATE OF STUDY: 10:07 06/20/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.840 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT)_ (FT) (n)__ "l "ioTo 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.10 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* AAAAAAA*AAftAAftAAftAAAAftA**ft*AAA*AAftft*ftAftAAAAAA*A*ftftAAA*AftAAAA*AAVtftftAft*ATVAAAAft FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 79.50 DOWNSTREAM ELEVATION(FEET) =71.50 ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.242 *CAUTI0N: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 2.342 SUBAREA RUNOFF(CFS) = 0.12 Page 1 BBAKER3.TXT TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.12 AAAAAftAAAAAAAAAAAAAAAAAftAA*ftft*ftA*AA*AAAAftAAAAAAA*AA*AA*ftA*AAft*AAAAAAAAAAAAAA FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.12 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.06 TC(MIN.) = 6.00 PEAK FLOW RATECCFS) 0.12 t 11 1 II t II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 11 1 II 1 11 1 11 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 It 1 II 1 II I It 1 tl t tl 1 tl t II 1 II t II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 11 1 II 1 11 1 11 1 It 1 II 1 II 1 tl 1 II 1 tl 1 II t II t 11 t II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS Page 2