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HomeMy WebLinkAboutSDP 10-01; JAGUAR LAND ROVER CARLSBAD; DRAINAGE REPORT WITH BMP CALCULATIONS; 2010-09-16Drainage Report with BMP calculations Jaguar Land Rover Carlsbad 5550 Paseo Del Norte City of Carlsbad, County of San Diego, CA Prepared for: Hoehn JLR LLC 5454 Paseo del Norte Carlsbad, CA 92008 Prepared by: Joseph C. Truxaw & Associates, Inc. Civil Engineers & Land Surveyors 265 S. Anita Drive, Suite 111 Orange, CA 92868 (714)935-0265 September 16, 2010 RECEIVED SEP 30 2010 ENGINEERING DEPARTMENT PROJECT DESCRIPTION Narrative of Project Activities The proposed project is comprised of the remodel of an existing vacant car dealership building. A small building addition, new planters with parking areas, vegetated swales and new ADA access. The subject site is approximately 2.75 acre in size and is located within an existing commercially-developed area of the City. Runoff from the site surface flows to the adjacent streets. This runoff is intercepted by a municipal storm drain system within Paseo del Norte that ultimately conveys this runoff to the Pacific Ocean. The trash enclosure has been designed with a concrete floor and apron which does not accept run-on drainage from adjacent areas and is walled to prevent off-site transport of trash. The trash dumpsters will have attached lids to exclude rain from the bins. SITE MAP The site map illustrates the subject site with drainage areas and direction of flow. The private storm drain system for this project includes curb and gutters and two parkway drains. Impervious areas such as paved areas and covered areas are also identified on the site map. There are no existing storm water controls at the subject site. BMP's proposed for the development include the construction of vegetated swales. DRAINAGE STUDY The proposed development will incorporate additional landscape areas and may alter the time of concentration for runoff being conveyed from the site but will result no change in the volume of runoff leaving the subject site. See calculations contained in the following sections of this report for pre and post development runoff calculations based on 2-year, 10-year and 50-year rainfall return periods. Hydrology Calculations The following hydrology calculations are based on the Hydrology Manual County of San Diego dated June, 2003, were the peak flow is determined by the Rational Formula. Q=CIA Where: Q = runoff in cubic feet per second (cfs) C = Runoff Coefficient Soil Group "B" I = average rainfall intensity (in/hr) for a storm duration equal to the time on concentration (Tc) of the contributing area. I = 7.44P6D 0645 P6 =Adjusted 6-hour storm rainfall amount D = Duration in minutes (Use Tc) 1:\WORD6\FILESVLRI0024\1iydro1ogy Report & BMPs.doc Page 2 The time on concentration will be calculated using the next formula: T = 1.8(1.1-C)J1 L = Watercourse distance s=Slope C = Runoff coefficient A = Drainage Area (acres) Pre- and Post-Development Hydrology Refer to the attached hydrology maps for locations of drainage sub-area. The site was previously developed. The precipitation values were obtained from the isohyetal maps (See Appendix) 2-Year 10-Year 50-Year 6-hours 1.2 in. 1.7 in. 2.2 in. 24-hours 1.8 in. 3.0 in. 4.0 in. Adjusted P6 1.17 in 1.7 in. 2.3 in. Rational Method Hydrology Summary See Atmendix CONDITION Q2 cfs Qio cfs Qso cfs PRE-DEVELOPMENT NODE 101 0.51 0.74 1.00 NODE 102 3.69 5.37 7.26 NODE 201 0.68 0.98 1.33 NODE 202 3.00 4.36 5.90 TOTAL 7.88 11.45 15.49 POST-DEVELOPMENT NODE 101 0.51 0.74 1.00 NODE 102 3.63 5.28 7.14 NODE 201 0.68 0.98 1.33 NODE 202 3.071 4.45 1 6.03 TOTAL 7.891 11.451 15.50 Conclusions The run-off produced from the site is estimated not to increase after development. It is anticipated that this drainage will have no adverse impact to downstream properties, and the existing public storm drains will accommodate the proposed mn-off. Analysis of the parkway drain at Node 102 Data: W = 3.00 ft I:\WORD6\FJLES\JLRI0024\Hydrology Report & BMPs.doc Page 3 s=0.020 n=0.015 Q = 5.28 cfs (10-year frequency) D=0.31fl<4in. A = 0.93 sf r = 0.257 ft v=5.68fps Q=5.28cfs Analysis of the parkway drain at Node 202 Data: W=3.opfl s=0.020 n=0.015 Q = 4.45 cfs (10-year frequency) D=0.278ft<4in. A = 0.834 sf r=0.235f1 v=5.34fps Q4.46cfs Treatment Control BMPs Per table 5 of the Stormwater Standards Manual, there are several structural treatment control BMP's identified for treating stormwater runoff. Due to the small size of the subject site, it was not practical to select detention basins, wet ponds, or filtration systems to treat the stormwater pollutants. Vegetated swales have been selected for this project as the treatment control BMPs because of these site restrictions. When the treatment given by the vegetated swale is not enough, an additional pre-treatment is selected. The selected BMP is a Kristar Flo-Gard Trash and Debris Guard with absorbent pouch. Maintenance requirements for this unit are included in the appendix section of this report. Refer to the Exhibit within this report for the location of these BMPs. 1. Basis for Selection Treatment Control BMPs are engineered technologies designed to remove pollutants from stormwater runoff. The type of structural treatment BMPs to be implemented in the site depends mainly on. the type of pollutants in the stormwater runoff, the quantity of stormwater runoff to be treated and the receiving water conditions. The selected treatment BMP will be such that joins the combination of sedimentation of settleable solids and adsorption of several toxic substances. It is well known that even the best system of treatment will not remove all pollutants. They should not be expected to remove 100 percent of any given pollutant. I:\WORD6\F1LESJLR1O024Hydro1ogy Report & BMPs.doc Page 4 2. Design Criteria Vegetated swales are shallow vegetated channels to convey stormwater where pollutants are removed by filtration through grass and infiltration through soil. Pollutant removal capability is related to channel dimensions, longitudinal slope and type of vegetation. Due to the layout of the site the vegetated swale will be a trapezoidal swale and the following minimum criteria given by R.R. Homer, 1993. Biofiltration for Storm Runoff Water Quality Control will be used: Hydraulic Residence Time 5 min. Swale width ±2 feet Swale length ± 100 feet Swale slope >_ 0.005 Side Slope ratio (H:V) 3:1 Besides the Manning's "n" related to velocity, hydraulic radius and vegetal retardance will be n = 0.20. The cover of the swale should be: Bermuda grass, Red fescue, Buffalo grass, Grass-legume mixture-fall spring, Kentucky blue grass. The following hydrology calculations are based on the issue "San Diego Municipal Code- Land Development Manual", Storm Water Standards dated March 24, 2008 where the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a storm event shall be the flow-based to mitigate This runoff is determined by the Rational Formula. Q Pm = CIA Q PM = runoff to mitigate in cubic feet per second (cfs) C = runoff coefficient. Use: Commercial, C = 0.80 See "Rational Method Hydrology Computer Program Package Report" inthe Appendix C = 0.9(% Impervious) + C(1.0 - % Impervious) C = 0.9(0.9) + 0.80(1.0-0.9) C = 0.89 I = 0.2 inch per hour per each hour of a storm event. A = drainage area (in acres) Node 102: A= 1.473 acre Q PM = 0.89 x 0.20 x 2 x 1.473 = 0.524 cfs Analysis of the vegetated swale 1 at Node 102 Data: W = 2.00 ft s=O.0177 1:\WORD6\F1LESVLR1OO24Hydro1ogy Report & BMPs.doc Page 5 n = 0.20 z=3:1 Q = Assume /2 Q PM = 0.524/2 = 0.262 cfs D=0.27ft A = 0.759 sf r = 0.205 ft v=0.344fps Q=0.261 cfs Residence time: 215 = 0.344x60 =10.42min >5min. Treatment is complete Analysis of the vegetated swale 2 at Node 102 Data: W = 2.00 ft s=0.015 n=0.20 z=3:1 Q = Assume the remaining '/2 Q PM = 0.524/2 = 0.262 cfs D=0.283ft A=0.806 sf r= 0.213 ft v = 0.325 fps Q = 0.262 cfs Residence time: T = 104 =5.33min >5mm. 0.325x60 Treatment is complete Node 202: A= 1.243 acre QPMO.89x0.20x2x 1.243=0.443 cfs Selecting a Kristar FloGard Trash and Debris Guard Filter Model FG-TDG-36 with a filtered flow capacity of 0.45 cfs> Q PM = 0.443 cfs. Treatment is complete. Analysis of the parkway drain at Node 202 Data: W=3.00ft s=0.0323 n=0.015 Q = 6.03 cfs (50-year frequency) 1:\WORD6\FTLES\3LR10024\Hydrology Report & BMPs.doc Page 6 D= 0.289 ft <4 in. A=0.867sf r= 0.242 ft v=6.94fps Q6.02cfs Analysis of the vegetated swale 3 at Node 202 Data: W = 2.00 ft s=0.0341 n = 0.20 z=3:1 Q=0.443 cfs D=0.305ft A=0.889sf r= 0.226 ft v=0.511 fps Q = 0.454 cfs Residence time: T. = 67 = 2.19 min< 5 mm. 0.511x60 Treatment was complete at the beginning of the swale. Maintenance Conditions Maintenance conditions should be addressed to all the BMPs. In regard to the inlet stenciling and signage, legibility of markers and signs shall be maintained. Vegetated swales Alter project completion, owner will contract with landscape maintenance contractor to maintain landscape. The swales shall be planted with appropriate vegetation as specified by the project landscape architect. Regularly maintain the vegetated swales to remove all litter, branches, rocks, or other debris. Damaged areas of the swale should be replanted immediately and remuiched. Remove all accumulated sediment that may obstruct flow through the swales. Irrigate the swales during dry season. Kristar FloGard Trash and Debris Guard Filter Model FG-TDG-36 For this unit see attached sheet. 1:\WORD6\FILES\JLR10024\Hydrology RepoTt & BMPs.doc Page 7 APPENDIX I:\WORD6\FJLESULRIOO24\Hydrology Report & BMPs.doc Page 8 B fl K fl R . kI K A A TA OF MARCOS 0 51 0~ ROAD -o P1 C SITE 00 -o P1 PALOMAR AIRPORT Flo No () - 0 .37 VICINITY MAP NOT TO SCALE RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SPIN DIEGO COUNTY FLOOD CONTROL DISTRICT 2063,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1533 Analysis prepared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA DRIVE, SUITE 111 ORANGE, CA. 92868 (714) 935-0265 ************************** DESCRIPTION OF STUDY ******** * JAGUAR LAND ROVER CARLSBAD ' * * 2-YEAR FREQUENCY * PRE-DEVELOPMENT CONDITION * ************************************************************************** FILE NAME: JLRPRE .DAT TIME/DATE OF STUDY: 09:25 08/13/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN. DIEGO MANUAI, CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00- 6-HOUR DURATION PRECIPITATION (INCHES) = 1.170 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE CONSIDER -ALL CONFLUENCE STREAM COMBINATIONS, FOR ALL DOWNSTREAM ANALYSES *USER...DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - HALF- CROWN'TO STREET-CRÔSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- I. OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (Fr).. (n) 1 30.0 20.0 , 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as' (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)'(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE. 101.00 IS CODE = 21 ----------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< . GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 - SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = 70.33 ELEVATION DIFFERENCE(FEET) = 6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 NOTE: RAINFALL INTENSITY IS BASED ONTc. = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.51 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF (CFS). = 0.51. 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) = 70.33 DOWNSTREAM(FEET) .. 60.79 CHANNEL LENGTH THRU SUBAREA(FEET) = 369.00 CHANNEL SLOPE = 0.0259 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 40.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET). = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3:.083 MI NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C .S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 2.67 AVERAGE FLOW DEPTH (FEET) = 0.14 TRAVEL TIME (MIN.) = 2. 3'O Tc(MIN.) = 4.99 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF (CFS) = 3.18 AEA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 3.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 10200 = 460.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" . S .C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56 . 0 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 4.56 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 2.390 2-YEAR RAINFALL INTENSITY(INCH/HOUR) = 3083 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MIN6TE. SUBAREA RUNOFF (cFS) = 0.68 . 0••• TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.68 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE '= 92 ------------------------------------------------------------- >>>>>COMPUTE 'IV" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) = 62.43 CHANNEL LENGTH THRU SUBAREA(FEET) = 393.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.16 AVERAGE FLOW DEPTH(FEET) = 0.17 FLOOD WIDTH(FEET) = 6.73 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 4.46 SUBAREA AREA (ACRES) = 0.94 SUBAREA RUNOFF (CFS) = 2 .33 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.00 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 8.54 FLOW VELOC-ITY(FEET/SEC.) = 3.49 DEPTH*VELOCITY(FT*FT/SEC) = 0.72 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 462.00 FEET. END OF STUDY SUMMARY: - -- -- TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 4;46 PEAK FLOW RATE (CFS) = 3.00 END OF RATIONAL METHOD ANALYSIS • I iTTTiTT - _ 1L1 TI ET±1 if Rainfall Isopluvials 1T 'iL L T 7 LI 71- i 1 10 Year Rainfall Event:6 Hours Isopluvial (inches) HL I _i H ! C H Ii I ---i I i.__—: L_ CJLSBAD H :H I I ci I ENCINITAS ' I j H c '( 1 It i 3QQr .C)I!IOLAABAd\ H1 .L• ' -H:-JH: / '*'_.ç-j-4 H 3OO' ouNT1 I I f F.-Ar -J. H0111 DEL MA 1H II.i L H1I Hi flH' Ij I -.I 4J'1 I4II 1 Ill jI III JL I J r 1j tI -I Ij I I - I Or IIII Hi I I I II -i I L I ___I 245 thROVE f -4 - -- County.of San Diego Hydrology Manual IIiiILiit i5 tL -i ith R+V&'IdOCTOUfl ELL i i Rainfall Isopluvials I i L41J 111 Lj I , J ISOpI1NiaI (inches) j U DPW GIS 5 GIS -- Wc Havc San Diogo N THIS MAP IS PROMDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS * OR IMPLIED. INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCI-{ANTABIUTY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SooGIS. Ml Rights Reserved. This products may contain information from the SANDAG Regional B IvIorrvoIioo Syntero Which cannot be reproduced nithoot the rsrittenperoEssioo of SANDAG. This product may contain Information Which has boor reproduced with permission granted by Thomas Brothers Mops. S 3 0 3 Miles **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1537 Analysis prepared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA DRIVE, SUITE 111 ORANGE, CA. 92868 (714) 935-0265 ************************** DESCRIPTION OF STUDY ************************** * JAGUAR LAND ROVER CARLSBAD * * 10-YEAR FREQUENCY . * * PRE-DEVELOPMENT CONDITION * ************************************************************************** FILE NAME: JLRPRE.DAT TIME/DATE OF STUDY: 09:33 08/13/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO. USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USERDEFID 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 (PT) (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: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA PNALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS 'tB" S .C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = 70.33 ELEVATION DIFFERENCE(FEET) = 6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.74 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) = 70.33 DOWNSTREAM(FEET) = 60.79 CHANNEL LENGTH THRU SUBAREA(FEET) = 369.00 CHANNEL SLOPE = 0.0259 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 40.000 MANNING'S FACTOR = 0.015 MACIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.05 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 2.87 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 4.83 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 4.63 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 460.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA .ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 4.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.390 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 92 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) = 62.43 CHANNEL LENGTH THRU SUBAREA (FEET) = 393.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.39 AVERAGE FLOW DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 8.11 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 4.32 SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 3.38 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.36 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 10.10 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC) = 0.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 462.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 4.32 PEAK FLOW RATE (CFs) = 4.36 END OF RATIONAL METHOD ANALYSIS I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced. Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1537 Analysis prSpared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA' DRIVE, SUITE ill ORANGE, CA. 92868 (7±4) 935-0265 ************************** DESCRIPTION OF STUDY ************************** * JAGUAR LAND ROVER CARLSBAD * 50-YEAR FREQUENCY * * PRE-DEVELOPMENT CONDITION * ************************************************************************** FILE NAME: JLRPRE.DAT TIME/DATE OF STUDY: 09:38 08/13/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES)' = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECfl4AL)' TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOOY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS r FOR ALL DOWNSTREAM ANALYSES *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CRQ5SFAflj: 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 2.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 100.00 TO NODE, **101.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" • • • S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = 70.33 ELEVATION DIFFERENCE(FEET) =. .6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.00 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<c< ELEVATION DATA: UPSTREAM(FEET) = 70.33 DOWNSTREAM(FEET) = 60.79 CHANNEL LENGTH THRU SUBAREA(FEET) = 369.00 CHANNEL SLOPE = 0.0259 CHANNEL BASE (FEET) = 0.00 "Z" FACTOR = 40.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) . 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 3.18 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 1.93 Tc(MIN.)= 4.62 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = . 6.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 7.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 3.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 460.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE ?01.00 IS CODE = :21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------- GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000- SOIL CLASSIFICATION IS "B" . S . C .S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56, DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 4.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.390 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6:060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 57MINUTE. SUBAREA RUNOFF(CFS) = 1.33 . ... .. TOTAL AREA (ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1-.33 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 92 ---------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<c:<c.c UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) = 62.43 CHANNEL LENGTH THRU SBAREA(FEET) = 393.00 "Vu GUTTER WIDTH(FEET) =' 4.00 GUTTER HIKE(FEET) = 0.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "Bt' S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC..) = 3.62 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.32 "V" GUTTER FLOW TRAVEL TIME (MIN) = 1.81 Tc (MIN.) = 4.20 SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF (CFS) = 4.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 5.90 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) =. 11.57 FLOW VELOCITY(FEET/SEC.)= 4.02 DEPTH*VELOCITY(FT*FT/SEC) 1.07 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 462.00 FEET. END OF STUDY SUMMARY: . . TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 4.26 PEAK FLOW RATE (CFS) = 5.90 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN-DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1537 Analysis prepared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA DRIVE, SUITE 111 ORANGE, CA. 92868 (714) 935-0265 ******************•******** DESCRIPTION OF STUDY * JAGUAR LAND ROVER CARLSBAD * * 2-YEAR FREQUENCY * * POST-DEVELOPMENT CONDITION * * * * * * * * * * * * * ** * * •* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: JIRPOS.DAT TIME/DATE OF STUDY: 13:03 08/24/2010 USER SPECIFIED. HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA S USER.-SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.170. SPECIFIED MINIMUM PIPE SIZE(INCH)= 6.00 SPECIFIED PERCENT OF GRADINTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C'! -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FO CONFLUENCE ANALYSIS *USER...DEFINEI) 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 0.1670.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2.(Depth)*(Velocity) Constraint = 6.0 (FT*FTi'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<<<<< GENERAL COMMERCIAL RUNOFF.COEFFICIENT= :8000 SOIL CLASSIFICATION IS "B" S .C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = 70.33 ELEVATION DIFFERENCE(FEET) = 6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 2 YEAR RAINFALL INTENSITY (INCH/HouR) = 3.083 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** 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) = 70.33 DOWNSTREAM(FEET) = 60.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.0230 CHANNEL BASE(FEET) = 2.00 "Z't FACTOR = 3.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 3.46 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 4.75 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 3.12 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 4.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00- 519.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = 8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 4.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.390 • 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083 • NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.68 • TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = • 0.68 FLOW PROCESS FROM NODE • 201.00 TO NODE 202.00 IS CODE = • 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) 61.10 CHANNEL LENGTH THRU SUBAREA (FEET)• = 469.00 W" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) =' 9.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C .S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.15 AVERAGE FLOW DEPTH(FEET) = 0.17 FLOOD WIDTH(FEET) = 6.81 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) 4.87 SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF (CFS) = 2.39 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.07 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.21 FLOOD WIDTH(FEET) = 8.63 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC) = 0.72 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 538.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 4.87 PEAK FLOW RATE (CFS) = 3.07 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008. License ID 1537 Analysis prepared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA DRIVE, SUITE 111 ORANGE, CA. 92868 (714) 935-0265 ************************** DESCRIPTION OF. STUDY * JAGUAR LAND ROVER CARLSBAD * 10-YE.A1 FREQUENCY * * POST-DEVELOPMENT CONDITION * ************************************************************************** FILE NAME: ThRPOS.DAT TIME/DAEOF STUDY: 13:13.08/24/2010 USER SECI'IEI) HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SPIN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DtJRATION' PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIDPERCEN OF GRADIENT(DECIMAL) TO USE FOR. FRICTION SLOPE = 0.95 SPIN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS. *USER..DEINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREETCROSSFALL: CURB GUTTER-GEOMETRIE: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT)- . SIDE / SIDE/ WAY (FT) (FT). (FT) .('T) . (n) 1 30.0 20.0 0.018/0.018/0..020 0.67 2.00 0.0313 0.167 0.0150 I .GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth =. 6:.06 FEET as (Maximum Allowable. Street Flow Depth) - (Top-of-Curb) (Dep€h)*(Velocity) Constraint= 6.0 (FT'FT/S) I *SIZE P.IPE WITH A. FLOW CAPACITY GREATER THAN OR• EQUAL TO THE UPSTREAM TRIBUTARY PIPE..* . I . FLOW PROCES..FOM NODE- 100.00 TO.NODE 101.00 IS CODE = 21 ):>>>>RATIQNAL !1ETHOD.INITIAL SUBAREA ANALYSIS<<<<< GENRAL COMMERCIAL. RUNOFF COEFFICIENT = .8000 S. SOIL CLASSIFICATION IS "B" . S.c.s. CURVE, NUMBER (ANC II),'= 92 . . . - INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = .70.33 ELEVATION DIFFERENCE(FEET) = 6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF (CFS). = 0.74 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) = 70.33 DOWNSTREAM(FEET) 60.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.0230 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE; RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C. S. CURVE NUMBER (ANC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = . 3. ' 93 AVERAGE FLOW DEPTH(FEET) = 0.27 TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 4.50 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = .4.54 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.37 FLOW VELOCITY(FEET/SEC.) = 4.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 519.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000.. SOIL CLASSIFICATION IS "B" . S. C. S. CURVE NUMBER (AMC II) = •92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56 . DOWNSTREAM ELEVATION(FEET) .= 70.00 ELEVATION DIFFERENCE(FEET) = . 4.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.390 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) =. 0.27 TOTAL RUNOFF(CFS) = . 0;98 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V't GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) = 61.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C .S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (cFs) = 2.72 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) = 3:39 AVERAGE FLOW DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 8.20: "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.)= . 4.70 SUBAREA AREA (ACRES) = 0.97 SUBAREA RUNOFF (CFS) = 3.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.45 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 10.27 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY(FT*FT/SEC) = 0.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 538.00 FEET.. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.2 TC(MIN.) = . 4.70 PEAK FLOW RATE (CFS) = 4.45 . END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1537 Analysis prepared by: JOSEPH C. TRUXAW AND ASSOCIATES, INC 265 S. ANITA DRIVE, SUITE 111 ORANGE, CA. 92868 (714) 935-0265 ************************** DESCRIPTION OF STUDY * JAGUAR LAND ROVER CARLSBAD. * * 50-YEAR FREQUENCY * * POST-DEVELOPMENT CONDITION * *********************************************************************•***** FILE NAME: JLRPOS.DAT TIME/DATE OF STUDY: 13:22 08/24/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER. SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM' PIPE SIZE(INCH)' = . 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL). TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER...DEFIN]) STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB, GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALt" IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (Fr) (Fr) SIDE / SIDE/ WAY (FT) (FT) (FT). (FT) •(n) 1 3.0 20.0 0.018/0.018/0.020 0.67 2.00:0.6313 0.1670.0150 GLOBAL STREET' FLOW-DEPTH CONSTRAINTS 1. Relative Flow-Depth = 0.00 FEET as. (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2.- (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)' *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * * * ** * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * FLOW PROCESS FROM NODE 100.00 TO NODE . 101.00 IS. CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S C. S. CURVE NUMBER *(AMC II) = 92 '. S INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 76.74 DOWNSTREAM ELEVATION(FEET) = 70.33 ELEVATION DIFFERENCE(FEET) = 6.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.687 50 YEAR RAINFALL INTENSITY (INCH/HOUR) 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.00 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) = 70.33 DOWNSTREAM(FEET) 60.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE'=. 0.0230 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 0.50 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S .C.S. CURVE NUMBER (AMC II) =. 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.34 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 4.33 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 6.14 AREA-AVERAGE RUNOFF COE'FICIENT = 0.800 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 7.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 5.05 LONGEST FLOWPATH FROM NODE. 100.00 TO NODE 102.00= 519.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 69.00 UPSTREAM ELEVATION(FEET) = 74.56 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 4.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.390 . 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. • SUBAREA RUNOFF(CFS) = 1:33 TOTAL AREA(ACRES) = 0.27 'TOTAL RUNOFF(CFS) = 1.33 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE '201.00 TO NODE 202.00 IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 70.00 DOWNSTREAM NODE ELEVATION(FEET) = 61.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.083 PAVEMENT LIP(FEET) = 0.031 MANNING'S N= .0150 PAVEMENT CROSSFALL (DECIMAL NOTATION) = 0.04000 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.- GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE. NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) =. 3.62 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 9.41 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.)= 4.55 SUBAREA AREA(ACRES) = 0.97 . SUBAREA RUNOFF (CFS) = 4.70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) 1.2 PEAK FLOW RATE(CFS) = 6.63 END OF SL1BAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) = 11.74 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC) = 1.07 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = .538.00 FEET. END OF STUDY SUMMARY: . TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 4.55 . PEAK FLOW RATE (CFS) = 6.03 Kristar Enterprises, Inc. Research Report RR 5635: FloGard Trash & Debris Guard Filters Capacity Tables Table-1: FloGard Trash & Debris Guard Filters Model Number Filtered Flow Capacity (cubic feet per second) Bypass Flow Capacity (cubic feet per second) FG-TDG-24 0.3 1.3 FG-TDG-36 0.45 2.0 FG-TDG-42 0.53 2.3 FG-TDG-48 0.60 2.6 FG-TDG-60 0.75 3.3 RR-5635 Page 3 of 3 FRONT ViEW SIDE VIEW —. . -... h. •i . q . • V. •. Y..-V. ./ P'.q V V V Optional Absorbent Pouch .FLO-GARD' TRASH & DEBRIS GUARD (Parkway Culvert Installation) 1Star Enterprises, Inc., Santa Rosa, CA (800) 579-8819 11 .FRONT MEW Bolt to face of curb TOP VIEW Screen Absorbent Pouch Tethering Clip .FLO-GARD Tm TRASH & DEBRIS GUARD XtiStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 .06/04 GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLOGARD® TRASHAND DEBRIS GUARD SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the FloGard® Trash and Debris Guard. FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed Flo-Gard® Trash and Debris Guards be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service areas follows: For areas with a definite rainy season: Prior to, during and following the rainy season. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per years). SERVICE PROCEDURES: The service will commence with the collection and removal of sediment and debris (litter, leaves, papers, cans, etc.). The screen and frame shall be visually inspected for defects. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner's D-ring. See below. If removed, the filter device (frame and screen) shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium pouch exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced with new pouches. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance.