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Home My WebLink AboutCDP 2020-0001; PATEL RESIDENCE; PRELIMINARY DRAINAGE STUDY; 2020-05-03RECORD COPY D¥:: Initial Date PRELIMINARY DRAINAGE STUDY PATEL RESIDENCE TERRAMAR, CARLSBAD BOULEVARD CITY OF CARLSBAD CDP 2020-0001 CDP 2020-0013 Prepared for: Rajesh Patel Vagha Development LLC 3170 Vista Way Oceanside, CA 92056 Prepared by: b~A, Inc land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 May 3, 2020 W.O. 1085-1458-600 TABLE OF CONTENTS I. DISCUSSION Vicinity Map ........................................................ 3 Purpose and Scope ................................................ 4 Project Description ............................................... 4 Study Method ...................................................... 5 Conclusions ........................................................ 6 Declaration of Responsible Charge ........................... 7 II. EXHIBITS Pre-Developed Hydrology Map & Post-Developed Hydrology Map .............................. 8 III. HYDROLOGY & HYDRAULIC CALCULATIONS Pre-Developed Hydrology Calculations -100 Year. ....... 11 Pre-Developed Hydrology Calculations -10 Year. ......... 14 Post-Developed Hydrology Calculations -100 Year ...... 18 Post-Developed Hydrology Calculations -10 Year ........ 21 6-inch and 8-inch Pipe Calculations ............................ 24 IV. REFERENCES Precipitation Frequency Estimates ........................... 28 Web Soils Survey .................................................. 32 San Diego County Hydrology Manual ...................... 36 Reference Drawings (Dwg No. 270-2) ..................... .47 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 2 L PACIFIC OCEA N ~ ~ I. DISCUSSION SJJE· VICINI1Y MAP: Patel Residence , Terramar, Carlsbad Boulevard Preliminary Drainage Study NOT TO SCALE bliA, Inc. land planning , civil engineering, surveying L PURPOSE AND SCOPE: The purpose of this report is to publish the results of a hydrology and hydraulic analysis for the proposed residential project along Carlsbad Boulevard, near Terramar Beach in the City of Carlsbad, APN 210-115-08. The proposed project is a 0.17-acre site. The scope is to study pre- developed and post-developed hydrology and hydraulics as it influences the surrounding properties during a 100-year frequency storm event, and make recommendations to intercept, contain and convey a QlO0 to the historic point of discharge. PROJECT DESCRIPTION: The project is located along Carlsbad Boulevard between Cerezo Drive and Manzano Drive. The proposed project is a 0.166 acre site. The project proposes the development of a two story single family residence with an underground garage. The disturbed area is 0.166 acres; the existing site is 0% impervious pre-development. The developed drainage basin matches the existing drainage basin in terms of overall area and basin limits. Storm flows affecting the site are limited to the rainfall that lands directly on this property and drainage from the easterly abutting properties that flow across the subject property. The following table summarizes the pre-developed condition runoff information from the site. Please refer to the Pre-developed Condition Hydrology Map for existing drainage area. TABLE I-Summary of Pre-Developed Condition Peak Flows STORM AREA (ac) PEAK FLOW (cfs) EVENT 10 YEAR 0.333 0.46 100 YEAR 0.333 0.72 The post-developed drainage pattern will be similar as the pre-developed drainage pattern with some modifications to incorporate the Best Management Practices (BMPs) into the project design to mimic the impacts on storm water runoff and quality. The Post-developed runoff from the project will gravity flow toward Carlsbad Boulevard. Prior to discharging from the project site, low impact development strategies (site design bmps) will be incorporated into the site design. Post-developed site runoff from impervious areas such as rooftops and walkways will be directed onto the impervious dispersion areas. The intent is to slow runoff discharges and reduce volumes while achieving incidental treatment. Runoff will then surface flow to Carlsbad Boulevard and eventually to an existing curb inlet in Carlsbad Boulevard approximately 45 feet to the north. Impervious surfaces have been minimized where feasible. Post-developed drainage patterns will Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 4 L not alter the existing flow pattern and will discharge from the site to the historic discharge location. Table 2 summarizes the expected cumulative 100-year peak flow rate from the post-developed site. Refer to the Post-Developed Condition Hydrology Map for drainage patterns and areas. TABLE 2-Summary of Post-Developed Condition Peak Flows STORM AREA (ac) PEAK FLOW (cfs) EVENT 10 YEAR 0.333 0.71 100 YEAR 0.333 1.11 STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software 2014. Design Storms -100-year and 10-year return intervals Land Use -Residential Soil Type -The site was modeled with Type B hydrologic soils as determined from the NRCS Web Soil Survey. Type B soils have moderate infiltration rates when thoroughly wetted. Rainfall Intensity -Initial time of concentration (Tc) values based on Table 3-2 of the San Diego County Hydrology Manual (SD HM). Rainfall Isopluvial Maps from the SD HM were used to determine P6 for 100 year storm, see References. Rainfall Intensity= I = 7.44x(P6)x(Tct0•645 P 6 for 100 year storm = 2.51 inches P6 for 10 year storm= 1.61 inches In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. An appropriate runoff coefficient (B) for each type of land use in the subarea was selected from Table 3-1 of San Diego Hydrology Manual multiplied by the percentage of total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (2, [CA]). For the pre-developed and post-developd conditions, a runoff coefficient of 0.30 was selected for all landscaped and pervious areas assuming 0% impervious. In the developed conditions, the concrete and roof areas were considered 95 % impervious and assigned a runoff coefficient of 0.87. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 5 L The exhibits show the offsite area, proposed on-site drainage system, on-site subareas, and nodal points. Table 3 summarizes the Composite C-values calculated in the pre-developed condition hydrology and post-developed Conditions. TABLE 3 -Weighted Runoff Coefficient Value Calculations for Pre-Developed and Post-Developed Condition Peak Flows Pre-Developed Hydrology Up Node Down Node Total Area (ac) C1 Al (acres) C2 A2 (acres) Ccomp 10 20 0.111 0.30 0.030 0.87 0.081 0.72 20 30 0.056 0.30 0.036 0.87 0.020 0.50 30 40 0.166 0.30 0.166 0.87 0.000 0.30 Post-Developed Hydrology Up Node Down Node Total Area (ac) C1 Al (acres) C2 A2 (acres) Ccomp 10 20 0.111 0.30 0.030 0.87 0.081 0.72 20 30 0.056 0.30 0.036 0.87 0.020 0.50 30 40 0.166 0.30 0.052 0.87 0.114 0.69 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. See the comparison of pre-developed condition hydrology and post-developed condition hydrology in Table 4 below. TABLE 4 -Summary of Pre-Developed and Post-Developed Condition Peak Flows STORM AREA (ac) PRE-DEVELOPED POST-DEVELOPED DIFFERENCE (cfs) EVENT PEAK FLOW (cfs) PEAK FLOW (cfs) 10 YEAR 0.330 0.46 0.71 0.25 100 YEAR 0.330 0.72 1.11 0.39 CONCLUSIONS: As shown in Table 3, the development of the proposed Patel Residence project site will result in a net increase of peak flow discharged from the project site of 0.25 cfs during a 10-year storm event and 0.39 cfs during a 100-year storm event. This increase is considered negligible to the overall drainage discharged into the public storm drain downstream where an existing curb inlet located along Carlsbad Boulevard intercepts runoff. Existing City of Carlsbad Improvement Drawing 270- 2, Sheets 9 thru 13 (See References) shows that the 10-year storm event is contained in the existing storm drain system that outlets on the west side of Carlsbad Boulevard to the Pacific Ocean across from the Encina Power Station approximately 0.8 miles to the north. In addition, the City of Carlsbad Drainage Master Plan does not identify drainage infrastructure in the vicinity needing an Patel Residence , Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 6 L upgrade. The increase in runoff is approximately 2% (0.25cfs/14.3cfs) of the total runoff shown downstream of the existing curb inlet along Carlsbad Boulevard (station 94+09, sheet 12 of 26 per Drawing 270-2. Landscape and impervious dispersion areas will slow runoff discharges, and reduce runoff. These small collection techniques foster opportunities to maintain the existing hydrology and provide a much greater range of retention practices. The developed site will also implement source control and site design BMPs in accordance with the "Standard Project" stormwater requirements. Peak flow rates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" presented in this report). Rational method output is located in Chapter 3. The hydraulic calculations show that the proposed onsite storm drain facilities can sufficiently convey the anticipated 0100 flowrate without any adverse effects. Based on this conclusion, runoff released from the proposed project site will unlikely cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 7 L DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Bruce Rice R.C.E. 60671 Date Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 8 L II. EXHIBITS PRE-DEVEOPED HYDROLOGY MAP & POST-DEVELOPED HYDROLOGY MAP Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bJ.tA, Inc. land planning, civil engineering, surveying 9 L t PACIFIC OCEAN ~ ~ NO T TO SCALE 50' CEREZO DRIVE 51.6 -EP '- 5..19----'EP 51 .6 -EP 51.6 -EP rF 7l EXISTTNG STORM bRAIN ""'""' "-" r ,,,_, ll:::, =1Jr. (SD) ---~~ r---.L¥::ii;'?,:~¥'·~4 _ EXISTTNG CURB INLET PER S DWG 214-4 4 (51.32 TC) 12 c, (48 . .30 IE±) ~ [/) 0 I I I I I I 100· 17.5± I I I I I j.1J-'-"· AC 51 9 AC do r---pJ', ~ AC ~ AC LEGEND SURFACE NODE ~- ~ [/) 0 ~ ~ [/) 0 ~ ~ [/) 0 ~ ~ [/) 0 ~ ~ (/) 0 ~ ~ [/) 0 ~ ~ [/) 0 ~ ~ 11· ± ~ ~ (/) 0 ~ ~ [/) 0 ~ ~ U) 0 ~ ~ [/) 0 ~ I ~ ~ - 50' ' 5_k1 ,--CONC • <I \ 4 . I•, . 0 L1 . • 1: . < 4 Q A :7 _:::i_ coNC- 51.6, -coNC- I 1a· ± Q SURFACE RUNOFF 100 YEAR STORM EVENT (CFS) BASIN AREA (ACRES) RUNOFF COEFFICIENT BASIN BOUNDARY /SUB-BOUNDARY PROJECT BOUNDARY FLOWLINE @ C=0.50 - -~ " :i " v, IMPERVIOUS AREA: K:\Civil 3D\1458\DWG\HYDRO\1458_PROP_HYDROLOGY_EX HI BIT.dwg, 5/4/2020 353:46 PM / PROPERTY UN£ I f I ~/ DIRT □ I ~ l ...... ' IC=0.501 59_3_ ~g.3_ ~ DA TE OF PREPARA noN: REVISIONS DESCRIPnON DATE (§) 1C=0.721 /20\ / \O}!) --------------- - 1 o· 20' SCALE: 1" = 10' bliJllnc. lend planning, cMI engineering, suNeyfng 5115 AVENIDA ENCINAS SU ITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 . ' 30' I : j I I I (w\ v \=) r j I I I . I . CDP 2020-0001 CDP 2020-0013 POST DEVELOPED HYDROLOGY EXHIBIT PATEL RESIDENCE TERRAMAR CARLSBAD BOULEVARD CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 SH EETS I J I I I I I I C. I ~ -AG 51~ --,..c ~ U) 0 ~ ~ (J) 0 ~ ~ (J) 0 ~- ~ (J) 0 ~ ~ (J) 0 ~ □ I L?"C~, 1-~-+~1 -<'.:~~6'"'9-a -I 'I'~ EXISTING CURB INLET PER DWG 214-4 ~ (51-32 TC) j' ( 48.30 IE±) I I I- f I 5-14-1 -CONG I " I i, I t.~ I I I I I I l ' I I I I I <1 51,5. -coNG- ~ I 1w\ \0-72r\ '-<CJ I ~ 52.6 01RT I i---------------+-----___.!.~----j---+~b¥----+----5-0-, --¼~+-t------:i-t------;~~--------,-lt 51 ,6_ ~ -EP 100' I .. Q ' 3:: I re ~-50' I ~ 9, <" 0 PACIFIC c-,:i OCEAN SITE -Jllllllliil.. NOT TO SCALE CEREZO DRIVE 17.5± 51.6 -EP '- _jJfl.-EP '-r K:\C ivil 3D\ 1458\DWG\HYDRO\ 1458_EXIST_HYDROLOGY_EXHIBIT.dwg, 5/4/2020 3:53:23 PM I I I I I I ~'± ' ~ ~ U) 0 ~ j1J- -AC ~ U) 0 ~ ~ U) 0 ~ 51.9 -AC ~ U) 0 ~ I ;1 !18'±- : / I ~ 51 ! ; <1 . ' -colt I 51.Jl, --coNC ~ □ I ~ ~ □ I ~ ~ □ I ~ LEGEND SURFACE NODE '" ~ 30 SURFACE RUNOFF 100 YEAR STORM EVENT (CFS ) 0,50 BASIN AREA (ACRES ) RUNOFF COEFFICIENT BASIN BOUNDARY /SUB-BOUNDARY PROJECT BOUNDARY FLOWLINE C=0-50 ------ --- I PROPERTY LIN[ 53_8 -DIRT ~ C>=O,JO I I 6',,, 0 -> I /, f- r 5~r-01R 54_7 ~ l s--l~o I I I ~,5 S,?,~O 'C,t' ~ GB 10' [ ; ~ [ □ :r: ; ~ ~ d~.J ~ I ,t' I . PROPERTY Ll~B].,, (1R1 (Jo\ /~' @) !C-0.501 -14::.----------.. . -I ~ [ D I ; ~ [ ' ~ ~ 5' o' \ I g; < i 1 O' r&~ I ---- ' • < ~ 59),---IJ]t<T I y SCALE: 1" = 10' 20' DA TE OF PREPARATION: REVISIONS DESCRIPTION - . 30' DATE ~ 1C=0,721 bl-lA,lnc. land planning. cMI engineering, surveying 5115 AVEN IDA ENCIN AS SUITE "L" CAR LSBAD, CA. 92008-4387 (760) 931-8700 . Ir . ' f _r 1.1 I I : --· CDP 2020-0001 CDP 2020-0013 PRE-DEVELOPED HYDROLOGY PATEL RESIDENCE TERRAMAR CARLSBAD BOULEVARD CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 SHEETS III. HYDROLOGY AND HYDRAULIC CALCULATIONS Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, suNeying 10 L PRE-DEVELOPED HYDROLOGY CALCULATIONS -100 YEAR Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study M-tA, Inc. land planning , civil engineering, surveying 11 L **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date : 06/01/2014 License ID 1459 Analysis prepared by : BHA INC. 5115 AVENIDA ENCINAS , SUITE L CARLSBAD , CA 92008 ************************** DESCRIPTION OF STUDY************************** * EXISTING HYDROLOGY * * ************************************************************************** FILE NAME: K:\HYDRO\1458\1458El.DAT TIME/DATE OF STUDY: 15:37 05/02/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.510 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL ) TO USE FOR FRICTION SLOPE= 0 .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* * * * HALF-CROWN TO STREET-CROSSFALL: WIDTH CROSS FALL IN-I OUT-/PARK- CURB HEIGHT GUTTER-GEOMETRIES: WIDTH LIP HIKE MANNING FACTOR NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) --------------------------====== ====== 1 30 .0 20 .0 0.018/0.018/0.020 0.67 2.00 0.0313 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.* (FT) (n) 0 .167 0 .0150 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 59 .90 DOWNSTREAM ELEVATION(FEET) = 59.20 ELEVATION DIFFERENCE(FEET) = 0 .70 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 5 .723 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 12 L 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6 .062 SUBAREA RUNOFF(CFS ) 0 .35 TOTAL AREA(ACRES ) = 0 .08 TOTAL RUNOFF(CFS ) 0.35 **************************************************************************** FLOW PROCESS FROM NODE 20 .00 TO NODE 30 .00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ==================================================-=============-=--------== ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 35 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.792 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) 0 .43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0 .12 TRAVEL TIME(MIN .) Tc(MIN .) = 6 .14 SUBAREA AREA(ACRES) 0.06 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0.1 SUBAREA RUNOFF(CFS) 0 .630 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0 .13 FLOW VELOC ITY(FEET/SEC.) 1. 39 0 .42 58 .10 0.0314 0.16 0 .50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1. 42 30 .00 = 105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30 .00 TO NODE 40.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 58.10 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0 .030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.268 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) 1 .80 AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.) 0.97 Tc(MIN.) = 7.11 SUBAREA AREA(ACRES) 0 .17 SUBAREA RUNOFF(CFS) AREA-AVERAGE RUNOFF COEFFICIENT 0.449 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC .) 52.50 0 .0533 0 .26 0 . 72 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1. 98 40.00 = 210.00 FEET. END OF STUDY SUMMARY : TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0. 3 TC (MIN . ) = 0.72 7 .11 END OF RATIONAL METHOD ANALYSIS Patel Residence , Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-IA, Inc. land planning, civil engineering, surveying l 3 L PRE-DEVELOPED HYDROLOGY CALCULATIONS -10 YEAR Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bliA, Inc. land planning, civil engineering, surveying 14 L **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21 .0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA INC . 5115 AVENIDA ENCINAS , SUITE L CARLSBAD , CA 92008 ************************** DESCRIPTION OF STUDY************************** * EXISTING HYDROLOGY * * ************************************************************************** FILE NAME : K:\HYDRO\1458\1458El0.DAT TIME/DATE OF STUDY: 16:08 05/02/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) 10 .00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.610 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0 .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* * * * HALF-CROWN TO STREET-CROSS FALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) --------------------------====== ====== 1 30 .0 20 .0 0.018/0.018/0.020 0 .67 2 .00 0.0313 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 .* HIKE FACTOR (FT) (n) ======= 0.167 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7200 S .C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70 .00 UPSTREAM ELEVATION(FEET) = 59 .90 DOWNSTREAM ELEVATION(FEET) 59 .20 ELEVATION DIFFERENCE(FEET) 0 .70 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 15 L SUBAREA OVERLAN D TIME OF FLOW(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR ) SUBAREA RUNOFF(CFS ) 0 .23 5. 723 3 .888 TOTAL AREA(ACRES ) = 0 .08 TOTAL RUNOFF(CFS) 0.23 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30 .00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNS TREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 35 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 0 .50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .702 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0.10 TRAVEL TIME(MIN.) Tc(MIN .) = 6.18 0.28 1. 29 0.45 58 .10 0.0314 SUBAREA AREA(ACRES) 0.06 SUBAREA RUNOFF(CFS) 0.630 0 .10 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) 0.32 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 1. 28 30 .00 = 105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 58.10 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0 .030 MAXIMUM DEPTH(FEET) = 0 .50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .347 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3000 S .C.S . CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.68 AVERAGE FLOW DEPTH(FEET) 0 .11 TRAVEL TIME(MIN .) 1.04 Tc(MIN.) = 7 .22 52.50 0.0533 SUBAREA AREA(ACRES) 0 .17 SUBAREA RUNOFF(CFS) 0 .17 AREA-AVERAGE RUNOFF COEFFICIENT 0.449 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE (CFS) 0 .46 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 10 .00 TO NODE END OF STUDY SUMMARY : TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0. 3 TC (MIN .) = 0 . 4 6 1. 66 40.00 = 7 .22 bliA, Inc. 210 .00 FEET. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study land planning, civil engineering, surveying 16 L END OF RATIONAL METHOD ANALYSIS Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bliA, Inc. land planning, civil engineering, surveying 17 L POST-DEVELOPED HYDROLOGY CALCULATIONS -100 YEAR Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-iA, Inc. land planning, civil engineering, surveying 1s L **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 ,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver . 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by : SHA INC. 5115 AVENIDA ENCINAS , SUITE L CARLSBAD , CA 92008 ************************** DESCRIPTION OF STUDY************************** * PROPOSED HYDROLOGY * * ************************************************************************** FILE NAME: K:\HYDRO\1458\1458Pl.DAT TIME /DATE OF STUDY : 15:40 05/02/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.510 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0 .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* * * * HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO . (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) --------------------------====== ====== 1 30 .0 20.0 0.018/0 .018/0 .020 0 . 67 2 .00 0 .0313 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 .* HIKE FACTOR (FT) (n) ======= 0.167 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7200 S .C.S . CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70 .00 UPSTREAM ELEVATION(FEET) = 59 .90 DOWNSTREAM ELEVATION(FEET) = 59.20 ELEVATION DIFFERENCE(FEET) = 0 .70 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 5 .723 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 19 L 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 6.062 SUBAREA RUNOFF(CFS) 0 .35 TOTAL AREA(ACRES) = 0 .08 TOTAL RUNOFF(CFS ) 0 .35 **************************************************************************** FLOW PROCESS FROM NODE 20 .00 TO NODE 30.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.792 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C.S. CURVE NUMBER (AMC II) = 0 0 .50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0. 43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0 .12 TRAVEL TIME(MIN.) Tc(MIN.) = 6 .14 SUBAREA AREA(ACRES) 0 .06 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0 .1 SUBAREA RUNOFF(CFS) 0.630 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCI TY(FEET/SEC.) 1. 39 0.42 58 .10 0 .0314 0 .16 0.50 LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 1. 42 30.00 = 105 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 58 .10 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20.000 MANNING 'S FACTOR= 0 .013 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 .526 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6900 S.C.S . CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 3.78 AVERAGE FLOW DEPTH(FEET) 0 .10 TRAVEL TIME(MIN .) 0.46 Tc(MIN .) = 6 .60 SUBAREA AREA(ACRES) 0 .17 SUBAREA RUNOFF(CFS) AREA-AVERAGE RUNOFF COEFFICIENT 0 .663 TOTAL AREA(ACRES ) = 0 .3 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) 52.50 0 .0533 0 .63 1.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 4 .03 40 .00 = 210 .00 FEET. END OF STUDY SUMMARY : TOTAL AREA(ACRES) PEAK FLOW RATE(CFS ) 0. 3 TC (MIN . ) = 1.11 6.60 END OF RATIONAL METHOD ANALYSIS Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-tA, Inc. land planning, civi l engineering, surveying 20 L POST-DEVELOPED HYDROLOGY CALCULATIONS -10 YEAR Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 21 L **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 ,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver . 21 .0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by : BHA INC. 5115 AVENIDA ENCINAS , SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY************************** * PROPOSED HYDROLOGY * * ************************************************************************** FILE NAME: K:\HYDRO\1458\1458Pl0.DAT TIME/DATE OF STUDY: 16:09 05/02/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.610 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0 .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE : USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* * * * HALF-CROWN TO STREET-CROSS FALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO . (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) --------------------------====== ====== 1 30.0 20 .0 0 .018/0.018/0.020 0.67 2 .00 0 .0313 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 .* HIKE FACTOR (FT) (n) ======= 0.167 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7200 S.C .S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 59.90 DOWNSTREAM ELEVATION(FEET) = 59.20 ELEVATION DIFFERENCE(FEET) = 0 .70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5 .723 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 22 L 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .888 SUBAREA RUNOFF(CFS ) 0 .23 TOTAL AREA (ACRES) = 0.08 TOTAL RUNOFF(CFS) 0.2 3 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30 .00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT )<<<<< ELEVATION DATA : UPSTREAM(FEET) = 59 .20 DOWNSTREAM(FEET) 58.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE 0 .0314 CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0 .030 MAXIMUM DEPTH(FEET) = 0 .50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .702 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) 0.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.29 AVERAGE FLOW DEPTH(FEET) 0.10 TRAVEL TIME(MIN.) 0 .4 5 Tc(MIN .) = 6.18 SUBAREA AREA(ACRES) 0.06 SUBAREA RUNOFF(CFS) 0 .10 AREA-AVERAGE RUNOFF COEFFICIENT 0 .630 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) 0.32 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0 .11 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1. 28 30.00 = 105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30 .00 TO NODE 40.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET ) = 58.10 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 20 .000 MANNING 'S FACTOR= 0.013 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .511 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6900 S .C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING EST IMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) AVERAGE FLOW DEPTH(FEET) 0 .09 TRAVEL TIME(MIN .) Tc(MIN.) = 6.70 0 .52 3 .31 0 .53 SUBAREA AREA(ACRES) 0.17 AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0 .663 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0 .10 FLOW VELOCITY(FEET/SEC .) 52 .50 0.0533 0 .40 0. 71 LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 3.39 40.00 = 210 .00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0 . 3 TC (MIN .) = 0. 71 6.70 END OF RATIONAL METHOD ANALYSIS Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bJ.tA, Inc. land planning, civil engineering, surveying 23 L 6-INCH AND 8-INCH PIPE CALCULATIONS Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bliA, Inc. land planning , civil engineering, surveying 24 L **************************************************************************** HYDRAULI C ELEMENTS -I PROGRAM PACKAGE (C) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21 .0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA INC . 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 TIME/DATE OF STUDY : 12:10 05/03/2020 Problem Descriptions: 6-inch Pipe Flow@ 1.0% **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE DIAMETER(FEET) = 0.500 FLOWDEPTH(FEET) = 0.450 PIPE SLOPE(FEET/FEET) = 0.0100 MANNINGS FRICTION FACTOR= 0 .013000 >>>>> NORMAL DEPTH FLOW(CFS) = 0 .60 NORMAL-DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 0.45 FLOW AREA(SQUARE FEET) = 0 .19 FLOW TOP-WIDTH(FEET) = 0 .300 FLOW PRESSURE+ MOMENTUM(POUNDS) FLOW VELOCITY(FEET/SEC.) FLOW VELOCITY HEAD(FEET) = HYDRAULIC DEPTH(FEET) = 0.62 FROUDE NUMBER= 0.719 SPECIFIC ENERGY(FEET) = Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3 .213 0 .160 0 .61 3.72 bl-IA, Inc. land planning, civil engineering, su rveying 25 L **************************************************************************** HYDRAULIC ELEMENTS -I PROGRAM PACKAGE (C) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date : 06/01/2014 License ID 1459 Analysis prepared by: BHA INC . 5115 AVENIDA ENCINAS , SUITE L CARLSBAD , CA 92008 TIME/DATE OF STUDY : 11:26 05/03/2020 Problem Descriptions: 8-inch Pipe Flow@ 1 .0% **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE DIAMETER(FEET) = 0.670 PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 1.11 MANNINGS FRICTION FACTOR= 0.013000 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 0.50 CRITICAL FLOW AREA(SQUARE FEET) = CRITICAL FLOW TOP-WIDTH(FEET) = 0 .282 0.584 PRESSURE+ MOMENTUM(POUNDS) = CRITICAL FLOW CRITICAL FLOW CRITICAL FLOW CRITICAL FLOW CRITICAL FLOW VELOCITY(FEET/SEC .) = 3 .941 VELOCITY HEAD(FEET) = HYDRAULIC DEPTH(FEET) SPECIFIC ENERGY(FEET) NORMAL-DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = FLOW AREA(SQUARE FEET) = FLOW TOP-WIDTH(FEET) = 0 .50 0 .28 0.583 FLOW PRESSURE+ MOMENTUM(POUNDS) FLOW VELOCITY(FEET/SEC .) FLOW VELOCITY HEAD(FEET) = HYDRAULIC DEPTH(FEET) = 0.48 FROUDE NUMBER= 0 .997 SPECIFIC ENERGY(FEET) = 3.934 0.240 0.74 0.24 0.48 0.74 8 .46 bl-tA, Inc. 8.48 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study land planning, civil engineering, surveying 26 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study IV. REFERENCES bliA, Inc. land planning, civil engineering, surveying 27 Precipitation Frequency Data Server Page 1 of 4 NOAA Atlas 14, Volume$, Veraion 2 Looation name: Carlsbad, Califomia, USA· Latitude: 33.1274', Longitude: •117.3316' Elevation: 113.46 tr • souree: ESRI Maps " 50urce; USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sa"31 Perica. Sarah 01eu, Sarah tt.im, Ulllln Hiner. Kazungu Maitaria, o.boratl Martil, Sandra Pavtc:wic, lshani Roy, Carl Trypaluk, Dale Unruh, Feng Mn Yan, ~lchael Vele■, Tan Zhao, Geoftrey 8omlll, Oamel 81ewef, L..Chuan Chen, Tye Parzybok, John Yarchoan NQt.A, National Weather Serviot, Sit,,er Spring, Lta,yland PF tabular I PF graphical I Maps & aenats PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inche&)1 Duratlo Averaae recurrence interval (year■) I 1 I 2 II 15 II 10 I 215 II 50 I 100 II 200 I 500 I 1000 15-mln 0.12A 0.1811 0.201 0.2.-0 0.29' 0.331 0.387 0.A38 0.812 0.673 0.104-0. 149 (0.131.0.188 0 169.() 2"'3 0.199.().291) (0,236.().371 0.266-0."'37) (0,295.().512 0.324.().597) 0,363.(), 730 0.391.() 848) 10-min 0.177 0.22A 0.288 0.343 0.422 0.486 0.564 0.128 0.734 0.821 0 149-0 213 (0.188.().269 0 242-0348 0.285-0.418) (0 338.().532 0.381.0.627) (0 423-0.733 0.46:,.0,856) (0.520-1.05) (0.561-1 22) 15-min 0.214 0.271 0.3411 0.416 0.610 0.688 0.170 0.7&1 0.887 0.113 0.180-0.258 0.228.().326 0.292-0.421 0.J.45.0.505) ~0.<409-0.644 0.4&l-0.758 0.511.0.887: I C0.562-1.041 (0.629-1.281 C0.678-1.<47\ 30-min ~ o.302 J o.382 J~ o.491 Jl o.6118 I 0.119 JI 0.828 I o.844 II 1.01 I 1.2a I 1.40 :o.254.o.363=\0.321.0.458::o.411-0.=::0.486.().7111:10.576--0.906:: 10.6'48-1.011 : 10.120-1.251 :: \0.792-1.461 : \0.886-1.781: (0.-2.CJ7) 60-mln 0.411 o.&19 O.N& 0.71111 D.177 1.13 1.28 1.48 1.70 1.90 0348-0 493 0.436.().624 0580-0805 0,660.()_967) (0.783-1.23) (0.862-1.45) (0.979-1.70) (1.0S-1.98) (1.20-2.◄2) (1.30-2 81) 2-hr 0.568 0.117 0.888 1.otl 1.28 1.47 1.18 1.88 2.18 2.43 0,469-0,689 0,588.(),838 (0.744-1.07) (0.872-1.28) (1.03-1.61) (1.1&-1.89) (1.27-2.20) (1.39-2.56) (1.55-3.11) (1.66-360) 3-hr 0.1611 0.822 1.06 1.23 1.60 1.71 1.14 2.18 2.62 2.81 o.554-0.191 o.691.0.969 1 (0.81&-1.261 (1 _02-1.so1 (1.20-1.891 (1.34-2.211 (1 48-2.57) (1.62-2.97) (1.19-3.60> i~.92-4 15 &-hr l~f:i~ 03)l co!l64~-~II 1,:;t&5l II c1~~1 1 96l I c1.~~46J II 11.'f/f.811 I p~32l II c2~e21 I 12.1:1.59! I 12-hr I 1.10 I 1.40 1.71 II 2.11 I 2.H II 2.• I 3.2A II 3.81 I 4.12 I 4.61 : (0.926-1.32!: (1.17,1.681 !1,50-2.15! :: (1.7&-2.:!!!J : (2.04-3.21! :: Q.27-3.731 : Q.48-4.29! :: (2.68-4.931 : Q:92-5.87! : (3.08-6.68) 24-hr I 1.36 I ,.14 2.26 2.88 3.22 3.18 4.10 I 4.66 I 6.1, I 6.14 : (1.18-157): (1.53-2.02) (1.98-2 e1J (2.32-3.12) (2.72-3.89) (3.03-4.50) (3.32-5.16) : (3.59-5.89) : (3.92-8.95) : (4.14-7.85) 2-day I 1.11 I 2.15 2.71 3.31 4.02 Jli:67 8.13 8.70 1.48 7.08 : !1,46-191! : (1.89-2.491 12.45.J 24) (2.89-3.88) (3.40-4.86) 3.78-5.63) (4.1~.46) (4.50-7.38) (4.91-8.72)1~.20-9.85 3-day I u, I 2.42 3.16 II u, I u, I .21 6.88 u3 7.44 : !1 ,84-2.151 : Q.13-2.601 Q.77-3.661 (3.26-4.401 (3.87-5.531 . (4.7&-7.39) (5.1&-8.451 (5.84-10.0) . 4-day I 2.02 I 2.64 13~011 II ~~2 831 I C4~09l II \4.~7:'oe1 I \5.t~16l II C5];l34l I \6 :~ 11 I : (1 .78-2 341 : Q.32-3.051 ~ 2.35 3.08 4.08 4.80 1.02 1.80 7.71 8.72 10.0 11.0 7-day (2.07-2.72) (2. 73-3.58) (3.59-4.74) (4.27-5.731 (5.09-7.27) (5. 71-8.49) (8.31-9.82) (6.88-113) (7.58-13.5) (8.08-15.3) -10-day 2.11 3.46 4.69 5.62 1.82 7.83 8.88 9.97 11.6 12.7 -(2.30-3.02) (3.04-4.00) (4.03-5 33) (4.81-8.46) (5.76-8.23) (6.49-9.65) (7.19-11.2) (7.86-12 9) (8.70-15.4) (9.29-17.6) 20-day 3.15 4.22 8.17 I.Bl 8.H 1.14 11.3 12.8 14.1 16.6 (2.78-3 64) (3. 72-4.891 14.99-6 58) (6.01-8.06) (7.26-10.4) (8.23-12.2) (9.18-14.3) (10.1-166) (11.3-20.0) (12.1-230) ;:::== I 3.74 I 6.04 II 1.81 II u o I 10.4 I 30-day 12.1 13.9 115.7 18.4 20.5 : (3.30-4.32) : (4.43-5.83) :: (5.98-7.91) :: (7.24-9.72! : (8.80-12.61 : (10.0-14.91 (11.2-17.5) (12.4-20.4) (13.9-24. 7) (15.0-28.5) ;:::== 4.40 6.94 8.05 9.81 12.4 14.6 11.7 19.0 22.3 28.0 45-day (3.88-5 09) (5.23-8.88) (7.08-9 35) (8.59-11.5) (10.5-15.0) (12.0-17.9) (13.&-21.0) (15.0-24.6) (16.9-30.1) (18.4-34.8) -80-day 8.09 6.84 1.28 11.4 14.4 16.8 11.4 22.2 26.2 29.5 (4.49-5.89) (6.03-7.93) (8.1&-10.8) (9.92-13.3) (12.2-17.4) (13.8-20 7) (15.7-24.5) (17.&-28 8) (19.9-35.3) (21.7-41.0) 1 Prec,pitabon frequency (PF) est11T1ales in lt'is table are -a, kequeooy analysis of partlill Wralioo senes (PDS). Numbers in parenthesis are PF estimates at l<>Ne< and upper bounds ol lhe 90% oonlldence ln1erval. The probablllty lt1al precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than Iha upper bound (or less 1han the lowef bound) is 5%. Estimates at upper bounds "re nol cheded against probable maximum preclpilelion (PMP) eolimetes end may be hlghef lhen currently valid PMP values Please refer to NOAA Alias 14 dOOtJmerrt for more lnlonnatlon. Baci< 10 Too https://hdsc.nws.noaa.gov/hdsc/pfds/pfds__pri ntpage.html?lat=33 .1274&1on=-11 7.33 1 S&da... 3/24/2020 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study bliA, Inc. land planning, civil engineering, surveying 28 Precipitation Frequency Data Server 25 0 C C ·e -~ .;.. s PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 33.1274•, Longitude: -117.3315• C C C ·e ·e ·e .;.. ~ ft! .... ~ ~ ~ ~ ,b ::i Duration Average recurrence interval (years) NOAA Atlas 14. Yolume 6, Version 2 Created (GMT): Tue Mar 24 22:26:12 2020 Back to Top Page 2 of 4 -1 2 -5 -10 -25 -50 -100 -200 -500 -1000 Dun,6on ---2-<lay -1()-fflin -J-<lay -15-fflin -,-<1ay -30-<IWI -7-<lay -6()-fflin -10-<lay -2-nt -20-<lay -3-n, -30-<lay -6--ht -,s--.say -12-nt -60-<lay -24-nt https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.1274&1on=-117.3315&da... 3/24/2020 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study M-tA, Inc. land planning, civil engineering, surveying 29 Precipitation Frequency Data Server Maps & aerials Larve scale map -• 00xn•d ... 0 ~Ide J; "' C Lcm11 -v - 100l<m ...,_ _ ___,Ln Page 3 of 4 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33 .1274&lon=-I I 7.3315&da... 3/24/2020 Patel Residence , Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 30 Precipitation Frequency Data Server Back to Top us Department of Commers;e National Oceanic and AtmosDheric Administration Npt,onal Weather Service National water Center 1325 East Wes/. Highway Silver Spring, MD 20910 Questions?: HJSC Questions@noaa.gov Page 4 of 4 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.1274&lon=-117.3315&da... 3/24/2020 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study b~A, Inc. land planning, civil engineering, surveying 3 1 .. I .. u • ~ ,.. c 8 u 0 "' ., 15 C: ., 1 g 'o (I) u ~ l! t :c , JI\ ,._ ~ Patel Residence , Terramar, Carlsbad Boulevard Preliminary Drainage Study •.I "' !! ! ~ jj I 1 • 81 i;;- ol I N ~ c f C 6 .. ~j ! ! ~ .. ·1 .. I I .... , , t.i ,._ ~ b~A, Inc. land planning, civil engineering, surveying '" ~ (I) fl ~1 ;§ £ ii~ ~~ • .§ • z • sl ~ !i i_ :, 1i 5 !5 ! 1110 zu I -a -a Cb ~ = (l) 2. ::0 ::::, (l) ~~ 0 ~ -, 0 ~-(l) ::::, - Q) ~ (0 (l) (l) -, ii3 St.?3 C: Q) 0. -, '< - () Q) :::::!.. C/) O'" ~ OJ 0 C: m < Q) a. OJ C"" :::::, :::r- Q. l> "'CJ ' OJ -:::::, :::::, :::::, 0 s· co 0 ~ CD :::::, co :::::, CD ~ s· co (/) C < ~ s· co \.,J \.,J = 1-fyaaogic Sol Group-51111 Diego Cotny Area. Calfania MAP LEGEND MAP INFORMATION Area of lnlerelt (AOIJ CJ Atwo of lnl••• (AOO IOh -Rllngl'atygo,,s A. □ M) a 8/0 -□ C □ CID 0 -□ Nol r.i.dor notOYllhblo -Rllng Lines -A. -M) -B -8/0 C -CID -0 • • Natratedarnat■vahble -Rllngl'olnls ■ " ■ M) ■ B ■ 8/0 Natural Resourcn Conservaflon SaMCI a C • c.o • 0 CJ Not rolod or nal avdoblo __ ,,_ s., ..... tncf c .... Transportaaon ++-+ -- Rois ht--Htat-YI US Rouln MtjorR1111ds L-IR- hcllground ■ Aerial Phologropt,y W«JSoHSurvey Netional Cooperative Soll &xvey The soil surveys that comprise ywr AOI were mapped at 1:24,000. Werning: Soi Map may nOI be valid 11 this sc:ele. Enlargement of meps beyaid the scale ol mapping can cause IMU!derslandlng ol the detail ol mapping and 1ccur1cy of soi line placement. The maps do nol show the vnal erees of contrasting soils that could have been shown et a moie detailed SCIIM. Please rely on the bar scale on each m■p sheet for map meawements. Source ol Map: Hetural Resources Conservalion Service Web Soil Sur,,ey URL: COO'dinete System: Web Me!c■ta-(EPSG:3857) Maps tan the Web Sdl Survey ere besed on the Web Mercata- projection, which presen,es drecUai and shape but distorts distance and .-ea. Aprtjection that preseNes area, such as the Albers equal-am ca11c projection, shOJlcf be used r more ecanle c■lculltiais d distance a-area are required This produd Is generated fran the USCA-NRCS certiled dale as oflhe version dete(s) listed below. Sol &,r,,ey Area: san Diego County Are■, California Survey Area Data: Version 14, Sep 16, 2019 Sol map units are labeled (as space abs) lor map sc:eles t :50,000 a-larger. Cate(s) aerial Images were phOlograpt,ed: Nov 3, 2014-Nov 22, 2014 The athophoto °' olher base map on which the soil lines were compiled end digitized probably ctll'ers Iran the back!T()Ulld lmegery dspla~ on these maps. As I resul, sane minor shiling ol map unk boundaries may be e'widenl. 3/24/2020 Page 2 ol 4 Hydrologic Soil Group-San Diego County Alea. Cafifomie Hydrologic Soil Group llap unN symbol llap unit name Rating AcreslnAOI Percent of AOI MIC Marina loamy coarse B 0.2 100.0% sand, 2 to 9 percent ~ope$ Totals for Area of Interest 0.2 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected D)' vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group Dare assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Natural Ruoun:H ConHf'Vllllon ~ce Web Soil Survey Nlllonll Cooperati\/e Soll Survey bl-tA, Inc. 100.0% Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study land planning, civil engineering, surveying 3/24/2020 Page 3 of 4 34 Hyorologic Soil Group-San Diego County Afea, Cafifornia Component Percent Cutoff: None Specified Tie-break Rule: Higher Natwal RKOUrcH Conservation ~c• Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study Web Soll Survey Nlllonll Cooperltlw Soil Survey bl-tA, Inc. land planning , civil engineering, surveying J/24/2020 Page ◄ ol ◄ 35 San Dicl,\O County Hydrology Manual Date: June 2003 Section; Page: 3 5 of26 C = 0.90 x (%Impervious)+ Cp x (I -% Impervious) Where: Cp = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as Undisturbed Natural Terrain/Permanent Open Space, 0% Impervious). Soil type can be determined from the soil type map provided in Appendix A. The values in Table 3-1 are typical for most urban areas. However, if the basin contains rural or agricultural land use, parks, golf courses, or other types of nonurban land use that arc expected to be pcnnancnt, the appropriate value should be selected based upon the soil and cover and approved by the local agency. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3-5 b~A, Inc. land planning, civil engineering, suNeying 36 8. 10 18 16 14 12 10 g 8 5 ~ 3 1 en 0 2 '$. UI 1.6 1.4 1.2 1.0 o.g 0.8 0.7 o.e 0.5 -1--" = .015---+-1 ____ _ ~,. j. -n = .0175 ~ ~ ~-oo ~ RESIDENTIAL STREET ONE SIDE ONLY I I ,.____ v., --,..... v~ I ._ I J '--....:10, I ....:::...Z..<r L I ~~ ·t) I r--. I ~ I ,-..... ....... I 7---.... I ' I I J :---~v"81 I '--.... ' ·".s L....... ' , --...;;.:_ I ' .......... I ---r-.... I J 7-,.... I jJ I r---I I ......._____ I ----~L I ' ......... .... v.,6, I .... -1-... J o· • --_o/ _,,, I I ...... --........ I "-"'J ~ l -.:, ·S J --...:..... --1 3/!t) -_i,.,s I f'--.....___ I I o· J -........ I ----&--"-"'t .. ~~~ 11--........ I -----~ r-.-. I ""yj· --......... t, I,._ ' ~ I I 8-.........._., t /A I'-,. (J ._~ ~, I ----I I .... / I'......... c· I r-..... I "fol ......._ ,l, r--.... I -Q'' ........... c::,"?J .... ' ...... is.. I -----I I .,_ I i, ............ i'J I ~:Jf.b I --.... I ~ oi ~~, .,._, ........ ..... ,If I r--v.,<_1 I ........ r-,.... I ~if .... i--. ..... ·:t r---...:: s,.t, o· ....__ I I ,.._·S. ......... 1 I // '-- I--.....,......_ I r--J , ............... ' ...... r- I ....._ ...... I ............. I ~ ' ., I v.,< r--r-, I ............... J '-1'.s_ I r--1. I --............. I r r--..... ---~v., 1.s, I I r--..... I I'--,/ ...... ~--·P.&. ' -........ ...... 3 5 & 7 8 9 10 20 30 ,&() 50 Discharge (C.F.S.) l!XAMPlf: Given: Q z 10 I• 2.1% CNrt gl .. a, Depth • 0.4. V-ity • 4.4 f.p.a. SOURCE: San Diogo County Dopar1m0nt of Special District Servioes Design Manual FIGURE Gutter and Roadway Discharge -Velocity Chart ~ bl-IA, Inc. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study land planning, civil engineering, surveying 37 0.3 0.2 0.1~ 0.10 0,09 0.06 0.07 0.()(1 0.05 O.OJ 0.02 0.002 0.001 0.0009 0.0008 0.0007 0.0000 0.0005 0.0004 0.0003 EQUATION: V = 1.49 R~>s112 n a: 0.2 0.3 0.5 7 8 II 10 20 GENERAL SOLUTION SOURCE: USDOT. FHWA. HDs-3 (1961) Manning's Equation Nomograph bl-IA, Inc. JO 20 2 1.0 0.9 0.8 0.7 0.8 0.5 C ' c Q) ·o ! (/) U) w z J: C) :::) 0 a: 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.06 O.Oll 0.10 0.2 0.3 0.4 FIGURE ~ Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study land planning, civil engineering , surveying 38 --0 --0 ..... Q) ~-ci> 3 --· ;;a ::, ct> D> en '< C: CJ ct> ..... ::, Q) C') -· ct> ::, - Q) -t (C ct> ct> ..... C/) m r-r -3 , ;;,. a. Q) '< _ ..... () Q) ::::I.. en CT Q) a. CD 0 C ro < Q) a. iii"" C"" ::J ::r- 0. l> "O ... iii"" -::J ::J ::J () s· co () ~ CD ::J co 5 ~ s· co (/) C j s· co 'JJ '° 10. I .... I .. II., 8.0 7.1 1' 1' 8. 5.0 I 4.0 I 3. 2. I. lo. o. 0 . I I I I I . 0.8 0.5 0.4 0.3 0.2 ! 0.1 --.... 'i-. .... """ ,.._,.. ... ' .... ....... "' .... I'-.... , .... .. ~ , .... .... .,,.i-. .... "'~ ... ·~ .... '~ , ..... ""~ ~ .. .... . "' ~ .... "'" ~ ... r-.. ... "i-.. "' ~ .... ... .. ~ ........ . .... i...,,. "' " ... i-. ... ~ • ~ ", .... ~ ........ . ~ .. ~ ~ ... ...... .... ~" " 5 11 7 8 9 10 15 20 30 Mlnulff 40 50 Dlnloo 11111111H 11 II I 1111111111 11 II I 1111111111 11 II I EQUATION I • 7.44 P6 0-0.545 I • Intensity (In/hr) P6 • 6-Hour Preclpllatlon (In) D • Dlnlon (min) 'i-. ........ ....... ""'~ ....... 1 .. "' I•"~ I'-... ... ~ .... ... I• " 1 .. ~ ~~ ~ ........ 1'-i,. ~" ~ "' ~ " ' 1, ~" ...... ~~ . "" 1 .. ... I•" 'i-.. ...... 2 3 4 Hours 5 • i ~, 4.5 j 4.0i 3.5- 3.0 2.5 2.0 1.5 1.0 lntenslty-Ointlon DHlgn Chart -Template Dlrec:tlonl for Appllcatlon: (1) From praclpltallon maps delennlne 6 hr and 24 hr amounts for the selected frequency. These maps are Included in the Comly Hydrology Manual (10, 50, and 100 yr maps lnduded In the Design and Procedure Manual). (2) .t4Jsl 6 hr precipitation (If necessary) so that II ls within the range of 45% lo 65% of the 24 hr precipitation (nol appllcaple to Desert). (3) Plot 8 ty precipitation on the right side of the chart. (4) 0,., a line through the point parallel to lhe plotted lines. (5) This line Is the Intensity-duration curve for the location being analyzed . Applcallon FOffll: (a) Selected frwquency _/jJQ year (b) Pe• :l2L 1n., p24 • 1, /0 .~ ,. _li %121 24 (c) Ad)usted P612'1 • __ In. (d)'x• ~min. (e) I • f. ' ln./hr. Note: This chart replaces the lntenslty-Ourallon-Frequency cUM!s used since 1965. ,~ -1-rr-r -u-1-,-u • u ·575., : ...! Du<atonl 111 1 1 1 11 1 1 1 1 1 I l I z.~ 3_,..,&...,lll,511 17.IIOlt.2.l 10.54 11.16113.17 U,◄lj15.l1 1 2.12 3.11 4.24 uo 11.:,a·1.◄2 1.◄1 u◄ 110.60 11.&&j12h --10 ua 2.53 3.37 u1 s.os uo 1.14 7.!1117 1.42 9.27 10. 1, 15 1.30 1.95 2.51 3.2• 181 ~ 5.11 5.14 11.'!!_ .l-~l..!,78 2G ..!.:!!!.. 1.12 2.1s 2.6' 123 3.n 4.31 usl 5.39 u:1 1 ~-46 2S ~ 1.40 .!£,~ uo.w ..m_14.20 ~-~ 5.13 15,80 30 0.13 1.24 I.Ill 2.07 2.49 2.90 3.32 f 3-~~ 4.51 J 4.98 40 0.81 l ,03i-!:l! 1.72 2.07 2.41 ~IA,10 J 3.45 3.79 I 4.13 , o.a, 0.110 1.19 1.49 1.111 2.ot 2.3t'I u, i 2.98 12e t 3.58 H JIA D.801~ 1.33 1.51 UNI 2.12 I 2,31 12.65 1 ~-92, 3.18 0.41 0.11 0.82 1.02 1.23 1.43 1.83 1.14 2.D4 2.25 2.45 ~ ,~ 0.51 0.68 0.15 1.02,.!,_!! 1.38 I 1,53 I.TO 11.81 2.D4 1 0.211 D.44 0.59 0.73 0.111 1.03 1.18.J. 1.32 I 1.47 1.62 1.76 1 0-29 D.39 0.52' G.15 0.78 0.111 1.04 1'T.ii iT.3iT 1.44 1Tif H 0.22 ~ 0.43 0.54 0.19,J!:Z! 0.17 j.al I.DI 1.11 .1.30 L.....! 0.11 o.ze o.:,e o.•1 o.sa 0.118 o.75 o.as·t o.94 1.03 , 1.1:i 0.17 0.25 0,33 0.42 0.50 0.!111 0.87 0.757 0.84 I 0.92 I 1.00 ~ ~ ""O ""O -, ll) Cl> ro ~: ;:o :::::, Cl> ~ ~ 0 ~ -, 0 ~-Cl> :::::, - ll) --l co Cl> Cl> -, CJ) i» -3 C ll) a. -, '< - () ll) -, 'fjf 0-~ CD 0 C (D 05 a. oi" C"" ::i :r-0.. );,, -0' oi" -::i ::i ::i 0 :5· co 0 ~ Cl) c5 ::i Cl) ~ :5· co en C j :5· co J C r 10.0 9.1 a. 7. e. 5. ' ,, ,- , ... ' ....... "' ' .... , .... """f•, r...~ ' ..._r-, ... ...... ,... ' ... ... ... ..._r-,., ~ ... ... .... . .. . ~ ~ .~ .... ', ~ ..... ·~ • , .... ........ ... • ~ 4. ~,... ,, .... ~ ~ 3. ' z., I L f~! .s0.7 0.1 0.5 0.4 0.3 0.2 0.1 .. 5 ·, .... ,... .... ,, ...~ .... "'i-. ,, ... II 7 e g 10 •• .... ~~ ~ .... ~ ,.., ~. ~ ~ 15 20 30 Minutes :I I 11 1111 I 11 1111 I 11 1111 EQUATION I • 7.44 P5 o-0,645 -I = Intensity (Whr) Ps = ~IM' Preclpltallon (In) D • Durallon (min) • ........ .... ,... .._r-, ,.,,., ... ~ I••~ I• ~ ► ~ .. ~ ·~ . ,., 1 ... ~ ~ ~ "'i-. '~ ,., ~ ► ~ ~ ... ."" .... ~ ~"' "~ I• ,.,,., I 11111m " I•~ 11111111 m 40 !IO 1 Ouratlon ~,... ~ .. moo 2 3 4 s e Holn i e.o i 5.51 5.0 f :::1 3.5- 3.0 2.5 2.0 1.5 1.0 lntenslty-Dlntlon Design Chart -Template Dlnctlons for Appllcaaon: (1) From preclpllatlon maps determine 6 tlr and 24 hf' smounts for the selected frequency. These maps are Included in lhe County Hydrology Maooal (10, 50, and 100 yr maps inducled In the Design end Procedure Manual). (2) Adjusl 8 hr preelpltation (If necessary) so lhat II ls within the range of 45% lo 65% of the 24 hr precipitation (not applcaple to Desert). (3) Plot 6 hr preclpltallon on the right side of Iha chart. (4) Draw a nne ttvough the point parallel to the plotted lines. (5) This line Is the lntensity-durallon curve for lhe location being analyzed. Appllcatlon Form: (a) Selected rrequency _12_ year (b) P5 = ...t&/. in., P24 = .2.if.~ " j;_L_ •.4!2l 24 (e) Adjusted p6121 " __ In. (d) fx = ~ ;7 min. (e) I = ~ • 6. inJhr. Note: This chert replaces the lntenslly•Durallon-Frequency curves used since 1965. ·~ -, ~ 1-1--•f-¥-1 u !_LI s.s_l s LY .LL-~-oiiiiioii' -,-I I I I I I I I I ! I I I I I .:.13 us 5.27 1.59 I 7.90 ( !.22 1 ~11.881 ,3.1T 4.~! 15.~1 --· 2.12 3.18 4.24 5.30 15.311 U2 9.54 110.l!O I 1.66112.72 1t 'T.ii"tU3 3.37 4.21 15.05 5.90 1.14 1.sa, a.,2 "'in ~0.11 ll 1.30 1.15 2.59 3.2,1 13,e, •.54 5.19 I 5.114 I 6.'9 J 7.13 7.78 -~ 1.08 1.12 Z.15 z.n 13,23 3. n 4.31 I 4.115 I S.3fl 5.93 I 6.46 I ~ 0.93 uo 1.e_! .l,;!!2.80 H ! ll!!J •.20 I ~.67_:I 5.13 , 5.60 0.83 1.24 1.88 2.07 2.49 2.90 3.32 l±E.1!•1~ _!.se c.se 0.841 1.03 1.38 JE 2.07 2.41 2.111 3, 10 ! 3.•s 3.79 I ,.1:1 ~ O.IIO 0.90 1.19 ,.., 1.79 2.09 2.39 2.69 2.91 H!.J 3.58 0.53 0.10 1.08 1.33 1.59 I.INI 2.12 2.39 2.85 2.t:!, 3.18 IC 0.41 o.ai 0.12 1.02 1.23 1.43 1.13 1.84 2.04 2.25 2.45 ~ 0.34 0.51 0.91 I~ 1.02 ill 1.:ii 1.53 1.70 1.87 2.04 I : T.29 0.44 0.59 0.73 o.ee 1.03 i.1i J.:.~ T.47 1.62 i 1.76 us 0.31 0.52 O.&$ 0.78 0.111 I.OC J.:.!!.Jd!.. .l,__'4 1_1.57 240 0.22 0.33 0.43 ~ 0.85 0.78 0.117 o.te 1.oe 1.19 1.30 :,00 0.19 0.28 0.311 0.47 0.511 0.SII 0 .75 0.85 ~ 1.03 i 1.13 3IO 0.17 0.25 0.33 0.42 0.50 0.51 0.67 0.75 1 0.114 0.92 i 1.00 ~ San Diego County Hydrology Manual Date: June 2003 3.2 DEVELOPING INPUT DATA FOR THE RATIONAL METHOD Section: Page: 3 20 of26 This section describes the development of the necessary data to perfonn RM calculations. Section 3.3 describes the RM calculation process. Input data for calculating peak flows and Tc's with the RM should be developed as follows: 1. On a topographic base map, outline the overall drainage area boundary, showing adjacent drains, existing and proposed drains, and overland flow paths. 2. Verify the accuracy of the drainage map in the field. 3. Divide the drainage area into subareas by locating significant points of interest. These divisions should be based on topography, soil type, and land use. Ensure that an appropriate first subarea is delineated. For natural areas, the first subarca flow path length should be less than or equal to 4,000 feet plus the overland flow length (Table 3-2). For developed areas, the initial subarea flow path length should be consistent with Table 3-2. The topography and slope within the initial subarea should be generally uniform. 4. Working from upstream to downstream, assign a number representing each subarea in the drainage system to each point of interest. Figure 3-8 provides guidelines for node numbers for geographic information system (GIS)-based studies. 5. Measure each subarea in the drainage area to determine its size in acres {A). 6. Determine the: length and effective slope of the flow path in each subarea. 7. Identify the soil type for each subarea. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3-20 M-tA, Inc. land planning, civil engineering, surveying 41 ""CJ ""CJ -, Q) ~ <D ~: :::0 ::::, (l) ~~ a~ -, (") ~-(l) ::::, - Q) -I (C (l) (l) :::::: (f) Q) -3 C: Q) a. -, '< - () Q) ::::l. en O" Q) a. CD 0 C: co < Q) a. oi"~ ::i :::r-0. );,, "O ' oi" -::i ::i ::i (") s· co (") ~ (D c5 ::i (D ~ cB. en C j cB" .l- 1.J Study Area SC ,.,··1 I . : ·1 l.. ~ I / ·, ,./ L-· Study Area LA 0 Define Study Areas (Two-l.etter ID) 0 Define Maps (or Subregions on Region Basis) 0 Define Model Subareas on Map Basis @ Define Major Flowpaths In Study Area 0 Define Regions on Study Area Basis Subarea ID• (LA010112) N::::~ l Region II ,.,.,,~,,,o,, l l l © Define Model Nodes (Intersection of Suhar.a Boundaries with Flowpath Lines} GIS/Hydrologlc Model Data Base Linkage Setup: Nodes, Subareas, Links LA 01 01 03 0 Number Nodes ~ ~ San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 22 of26 8. 'Determine the runoff coefficient (C) for each subarea based on Table 3-1. If the subarea contains more than one type of development classification, use a proportionate average for C. ln determining C for the subarea, use future land use taken from the applicable community plan, Multiple Species Conservation Plan, National Forest land use plan, etc. 9. Calculate the CA value for the subarea. I 0. Calculate the L(CA) value(s) for the subareas upstream of the point(s) of interest. 11 . Detennine P6 and P24 for the study using the isopluvial maps provided in Appendix B. If necessary, adjust the value for P6 to be within 45% to 65% of the value for P2◄• Sec Section 3.3 for a description of the RM calculation process. 3.3 PERFORMING RATIONAL METI{OD CALCULATIONS This section describes the RM calculation process. Using the input data, calculation of peak flows and Tc's should be pcrfonned as follows : I. Determine T1 for the first subarea. Use Table 3-2 or Figure 3-3 as discussed in Section 3.1.4. If the watershed is natural, the travel time to the downstream end of the first subarea can be added to T; to obtain the Tc. Refer to paragraph 3. I .4.2 (a). 2. Determine I for the subarca using Figure 3-1. lf T; was less than 5 minutes, use the 5 minute time to determine intensity for calculating the flow. 3. Calculate the peak discharge flow rate for the subarca, where Qp = L(CA) I. In case that the downstream flow rate is less than the upstream flow rate, due to the long travel time that is not offset by the additional subarea runoff, use the upstream peak flow for design purposes until downstream flows increase again. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3-22 bliA, Inc. land planning, civil engineering, surveying 43 San Diego County Hydrology Manual Date: June 2003 4. Estimate the T1 to the next point of interest. 5. Add the T1 to the previous Tc to obtain a new Tc. Section: Page: 6. Continue with step 2, above, until the final point of interest is reached. 3 23 of26 Note: The MRM should be used to calculate the peak discharge when there is a junction from independent subareas into the drainage system. 3.4 MODIFIED RATIONAL METHOD (FOR JUNCTION ANALYSIS) The purpose of this section is to describe the steps necessary to develop a hydrology report for a small watershed using the MRM. It is necessary to use the MRM if the watershed contains junctions of independent drainage systems. The process is based on the design manuals of the City/County of San Diego. The general process description for using this method, including an example of the application of this method, is described below. The engineer should only use the MRM for drainage areas up to approximately I square mile in size. If the watershed will significantly exceed I square mile then the NRCS method described in Section 4 should be used. The engineer may choose to use either the RM or the MRM for calculations for up to an approximately I -square-mile area and then transition the study to the NRCS method for additional downstream areas that exceed approximately I square mile. The transition process is described in Section 4. 3.4.1 Modified Rational Method General Process Description The general process for the MRM differs from the RM only when a junction of independent drainage systems is reached. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction are calculated by the RM. The independent drainage systems arc then combined using the MRM procedure described below. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction must be calculated prior to using the MRM procedure to combine the independent drainage systems, as these Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3-23 bl-tA, Inc. land planning, civil engineering, surveying 44 San Diego County Hydrology Manual Date; June 2003 Section: Page: 3 24 of26 values will be used for the MRM calculations. After the independent drainage systems have been combined, RM calculations arc continued to the next point of interest 3.4.2 Procedure for Combining Independent Drainage Systems at a Junction Calculate the peak Q, Tc, and I for each of the independent drainage systems at the point of the junction. These values will be used for the MRM calculations. At the junction of two or more independent drainage systems, the respective peak flows are combined to obtain the maximum flow out of the junction at Tc, Based on the approximation that total runoff increases directly in proportion to time, a general equation may be written to determine the maximum Q and its corresponding Tc using the peak Q, Tc, and I for each of the independent drainage systems at the point immediately before the junction. 111e general equation requires that contributing Q's be numbered in order of increasing T0. Let Q1, T 1, and 11 correspond to the tributary area with the shortest T,. Likewise, let Q2, T2, and h correspond to the tributary area with the next longer T0; Q3, T3, and h correspond to the tributary area with the next longer Tc; and so on. When onl)' two independent drainage systems are combined, leave Q3, T3, and 11 out of the equation. Combine the independent drainage systems using the junction equation below: Junction Equation: T1 < T2 < T3 Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study J..24 bl-tA, Inc. land planning, civil engineering, surveying 45 1_ San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 25 of26 Calculate Qn, Qn, and Qn. Select the largest Q and use the Tc associated with that Q for further calculations (see the three Notes for options). If the largest calculated Q's are equal (e.g., Qn = Qn > Qn), use the shorter of the Tc's associated with that Q. This equation may be expanded for a junction of more than three independent drainage systems using the same concept. The concept is that when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a shorter T, (e.g., Q1), the Q from the subarea with the shorter Tc is reduced by the ratio of the l's (li/1 1); and when Q from a selected subarca (e.g., Q2) is combined with Q from another suban:a with a longer Tc (e.g., Q3), the Q from the subarea with the longer Tc is reduced by the ratio of the Tc's (T2/T3). Note #I: At a junction of two independent drainage systems that have the same Tc, the tributary flows may be added to obtain the Qp- This can be verified by using the junction equation above. Let Q3, T3, and I,= 0. When T1 and T 2 are the same, I 1 and Ii are also the same, and T 1/T 2 and 12/1 1 = I. T 1/T 2 and 12/11 are cancelled from the equations. At this point, Q,-, = On = Q, + Q2. Note #2: In the upstream part of a watershed, a conservative computation is acceptable. When the times of concentration (Tc's) are relatively close in magnitude (within I 00/o), use the shorter Tc for the intensity and the equation Q = r(CA)l. ~: . An optional method of determining the Tc is to use the equation Tc= [(L (CA)7.44 P6)/Q] us This equation is from Q = L(CA)I "' L(CA)(7.44 P6'rc ~5 ) and solving for Tc. The advantage in this option is that the Tc is consistent with the peak flow Q, and avoids inappropriate fluctuation in downstream flows in some cases. Patel Residence, Terramar, Carlsbad Boulevard Preliminary Drainage Study 3-25 b~A, Inc. land planning, civil engineering, surveying 46 • r· - ~ ~- iii =--;,== i /\ ;-.::.=::f"_::.;~·--.,.....-~-- -~'.~~:tJ~-~T--.. ,Ice r---c:.E;J.:;"\':."'1;' = --E":~.=1=_0:-i:.---r,.:t,:.,tis-1,a,, , +i-=:i:c ~ _-• ~-+~g~~ ·•--;:::~:Fli -- ~~l:ffl~r£~ ·• 4 "'T~.j O ,t=: :f=i ='!:=F#=,$=!=•--- •~I..:." -•--,-.. ·-E--'11·:t,c;:-'" ~r:- -----,---,-"'--'---=~--f -::r.=1c°+ f, ------+-- .?-J-:,1%±~1";;:f;:+::.: Et~=--bt==c¥ '--""=ill.¾:'-'-' --1-·.~-...:.;::;t.:=.t:...;.t::.·\.::-1,: - -49+00 See sheet 14 -f!or Profile, __ ,, 4'-=kt£1:i~~~;:~~~ ,---=~= IIIUL, ~ ~=c;e-::i::=:==: !!0+00 , I 51+00 e;-' .----;--; -T [ :52+00 I! .=::=+ct..~, ~ 53+00 i II . ---· ··t:c..=L ~ .... •· --C +- Ii ki--? ~ t::::.t-=:tt~:: .• ----~,--- -:-.:;~~-· ill · 11 54+00 -I 55+oo - PROFILE: CARLSBAD BOULEVARD SCALE= I"• 40' HORZ I"• 4' VERT sdcs Sheet 14 For Pro;ilcs • II■ 56+00 11 1 ■ l~-8, ~ " -- ,::C-- Ill ,,,.-----1.J " --_!.=:;--==-1- -~~ .:-1.~ 57+00 158+00 59+00 ::>IUl'CM DRAIN DATA NO. D!L TA OR BRG. RADIUS LENGTH R£1111ARl<S ,,__,. . N. sr29sr'ML ~" .7/.29' ~• RCP ..,..... ,i•NICJ':ztr «!' ..... '45.M .30'RCP -lf'll> 5.2~-18.'#.'E -·-___ /Ii#·· -30'RCP ~* S 24"4844"E J~l.73 30' RCP ** S24"383Z E . 27Le2 30' RCP ~At Li SZO'J"l'54"E 2'19,32' 30' ROP \i ;>. :; ,,,,.,,---- .•--.j -') ~,,;. ~ r GQa PROPO~ED cu.es 7tiT 1 /__ Gll'fT6"-. 1 ~EY>'A_ll< I ~ ~ 10 ' T!:lpe B-1 Curb J,,,Jet •a S+a. 54+!14 L_F?/W 1',♦ [Z) S 22' !!1'23• E J#,. 72' 30' RCP ...... lsJ . H.-<l'.J:'r'19~E --.~,------•• 5 ·0,-'1'8' R'CP :i! ,t i!l II.I 11:i•3g>4J• E 12..2!l'. • __ £8' RCP , •• £E,l&~j'JMTZ~~VA£,.. ~ 3" Eleetrle Conduit :,r,~_ ---,u ~ ._.. u:iJ6rN ✓s m:;;,~ar ,ii;,;i!£"a,,-----• , ~ ----r~ --====---. -"T.a;,-.-rvR.r. • ••• z ,_ -----1 '~) I I • ( ~L----~-_, _______ ,_':,. --• ., ~ ~ --:;,--_ __ _ =----=~ ~llJ - 71!----~ -·,ti 9 , -------=----r--=---= ) ~ I~ 4:Co.-l,;bad e1vd. --------= -----, --==--~ ---------::----56 . ~T • "'=--~::J :~ \' , .. ,, ......... ,. 1..-;;;; .:.---~-------- I I -· 59 ~ __ .!:) - I -1 . --.--· ., I I-151 --~ .. - t---, ------., --, • , ' -' ----11 --~ --~ -~--=--:.r--~ __ ____,,,----:---, , " -~~..::..---:--... :a::-::q:::;;_::---.. -------I -----~-9·~-:-~=-,it~ ~ ..'-1 ~T ~ --:--:::::Zsee Rood ~a ', CA.RLSBAO OULEVARD -·-~ -. ---~ -, --= -------7r:~---~--==-~ i +'or ~ Geom!+':.!.4 _ _ _ _ _ _ _ _ _ _ _ _ ~ ------------' ------~-------• . v; '3'1iiia•aaw:_a;;;.:;::&llb •= ---_ ---------:==is i.2--:...-=-=--·0 ..... -... ·~.-;:t~.;-;;;;;~=~ __.;~---~;;w " r:: ._µ._ ==-"'"--::::::::::S /~ CU,U, I iivr~f -•:.:::... ~ N ~~ ~' 1 ~ S,.4_ "'~as.,, '-'ff ~ -r; pe A C.O. •15 S+a. 50•1S!.3, 2<a' Rt. '· 4; Modified Type B Curb Jnle.t •10 _ Stc>·.A8.!'1#0---··-• ('See Detail on " St= Oroin . -;- • o, Profile and O.ti.;I,,'' ..,f,~..t 14i) ,,-. VlJ 1 , SID€WAU<. ----------=:_:_----~ ~ 1ype A C.O. -13 Sttt 54 •54 , zr,, Rt. it T A C.O. '"IZ 5ta. 57 • 54 27' Rt. ~___.,i,. ~ NOTE' t _":-~-' , : • __ _ FROM STA. 49+05.87 TO STA,64.,88 \ _ -~-"1,.,.__-·:_:- , (:I ~ " ·-::i5: H /ir--. I l ~! L_·-~c-·~1 io-! __ i Type A 1-leli@<:tr'C:' : __ -_ Sto.. 48 •OO -;:-1. Scale : I"= 401 q:: 20• F1,1el Line I/ 9~" T,m.-,el. Co-,troctor-to ver-if~ top of' 1'°( .. u,.,...,4!!1 elevotio.., p,,.ior +o stor...,,, d,-0ir1 co,-,s+,..ue+iot-'1 . t. OF STORM DRAIN WAS SHIFTED WEST TO j -1 Jr♦~' 9 ~•• -5'...E_ROM FACE OF CURB. D_UE TO CONFLICT. W/ GAS LINE 1~: '; :.•,._, 3•7-,,(IJ!llS.BIJ..L'-1'_0PiRW11J~S fiiiFrl CITY OF"CARLSBAD ~ 111 ----=-+-----I~ I~ [IHINUIIINI DU'Al!TlllUT ~ ~-g -_-47_-_: _ ,._ -~ CARLSBAD BOULEVARD IMPROVEMENTS i I 0(, No1e; Profii.. of Storm [)-aln Laf~r .. 1• Snown on 'Storm Dmin Proft le and 0..-t..;I&" $heet 14. ~- . ; ~ .. .... ,u.,-;,._ <I~ • -,,,lfl -a, ' > -"',w,,cY 1 I II. L. I II~ lt4H • .1:...1::!:.sSJ '· EX,. 12•11-n DATE _ . . ~~,:::: : STORM DRAIN PLAN a PROFILE -~ ..:," . ~·.::v _, . STA 46+50, TO STA 59+00 111 ·~~~I~,.,~ 1 ·. :. , 7 -~ • -1-15-B!J , ; .. = ·II[ ~INHII DATE • l?!N-IV, 'IIDJ[CT NO. I DR-NO. I ,:it0o1___ 3205 270 -2 DATEIIY 0£SCll1'11011 .,,·o REVISIONS ,, ~/ ~ ~ = .. -!'-·- ·•-·-::. • -t=: -:,~ ~'£.-~ ,,-,J:·· ig~.:: II ''·1j; lilt I F..,1.-=t.:·· ii .,..=.;:.· --· ".<.J.~':£:o :!:::::.: ~ ;;:a; ·r.:~ s.'--= ~- II ~t-~ ' . ~~c~ ~ ii Ill ·•·t-.:--1 ~ _,. :=E I-.......... ------ ·=-t::=.-' . ES Ill ;t..-1 --"' I 11 •-..:t:..-... -.z-----~ ~==- .;:~ ~ ~ .:r.:.·· ,f:7: --'.$'.~ ~--t ;'.:::~~-ll .. ~ J. •• c. I br-37' E .~.Y . i~ -_~:~ • • ·=--~! F---F· !58+00 111· I ... : ~ : <l)r--- 60.00 61+00 /4" HP Gas ---~ _----. ,., -~~ _fl ·• -=~::--:.t~--~.!- 62+00 63+oo <1JJ &Qle: I"• 4o' 64+00 4; 8 ° T, pe ~-I Curb Inlet 7 st .. w"4• ss _,,,,..-Propoaed Curb, . L_ Gutter l Slde-lk ; 7------------..------------ -----1 --- ~ ~/. ~ ---'·l"r L ~Rood "'••• 1-~ ., <f_ Gc:ome+d.,... I . -::::7:'' '.,.:--r.·:- '--=-t-4 c."i=l= 65+00 66+00 -~~,c_t_-• 67+oo 68+00 ·,:';f --=·f::,J·~ .1,:.::;' 69+00 70+00 71+00 PROFILE: CAR,LSBAD BOULEVARD . . \ 'I<': :: .. ··1-,..)c,:·:.._,' .\J SCALE: t" • 40' flORZ 1°• 4' VERT :..!-''-· \" ',, -\_ (:, ,,,.r l'TY!'e Fl/(V,,,<-J'l,-1•lflifT-• VCP se-r -~ C V , ••• < ~ .... ~ -R/W f ~ ·"'•" ~-' ,., .. ,1., ... r i. ·:·, • 11••1 • ~,. 1 ':l . .' ~---· I ; •."1--, ~ Cl -+ n ::r c; • A C~IO_ • :=~~ ~ c __ ~ --- •• ~z• wotcr-M ~:,d-.2!~--Ii . _. . E'IJ'j7-£, -C. h .. , ,, • -• r I ---""'~ --.--'-8"~ - c,L_, .s .... -c: ~-~ I ..s ' r~ _l '\. -" _\,_ ~R/W -/_ ---------I ' ........ e:~"'.• ~.,' ;; , 1:; ~· f1 , ... { -~~-r ~ --_:ct: ·cacJo>od o,,d. I . . ••rw'<O-f I -•· loJ--.i a L " -,-o / 1"""" """N I • r@~ 0: I 4 ._...,----~ I O / ' -~ '.:,-' ·= ' '" --=';----' 0 .. ' _ fA'!L~~J~ _,_ M._D...-~.&-~~ •wwwww ™™•~---=-= STORM DRAIN DATA 10. DELTA OR BRG. RADIUS LENGTH REMARKS 11 ~ S 22' I9'2.3'E .-98.87 30' RCP S 27"05 52"E -:-:::-·· 245.58' ··--30 RCP- --531:5•15' I3"E ~~·-=z-49,{.(.' ---O'. RCP I'5i,".E:::. -•-·-:.:.:: 3d' F?CP 1'o•e.._· -~-~.C.P-FV~ _5 5~ t:a:QiOf" S 35•I:;'.13'E 525°22':ZO'E ; ___ "3T.7~-~c.e. -•--~.4~-~o·' RCP 245.58' j 30' RCP , !\; T!;jPC: A C.o. • 110 Sta. 59•98.3C, 2~.39' Lt. NOTE: Proposed Curb, a.tter 4 s,~,./k FROM STA.4~05.87 TO STA. 64•88 ~ T!jpCS Ac.a. II Sta. <-2 +43 .:57, Z4.lt.' R-t. It. OF STORM DRAIN WAS SHIFTED WEST TO 51 FROM FACE OF CURB, DUE TO CONFLICT WITH EX. GAS LINE ~ Note: Length ohawn i• from q; •fruc!ore to (t slrudure. Note: Profile of Storm O,-a,;n Lo~ls Shown on 11 sto,.-m Oro in Profile ond ~\h/1 ohciift 14 A C:.O.~\; __ lf,..T~QeAC,o.•10 .. St<>-"'4+88 , z14· Rt.:::..:.:::.. Sf"a.<.7+ ·3co.oq, .3 . .5' Lt See Sneet 14 -·; -:c ( f'o,-P,:-o.Pi,e ,S, • "-"-< > i" qv---,~ ", ~ I , . ~ (.,' hr I cf a: I a: l-o: Cl) ,I W -t= ~ l AS IIUI LT DRAl'!.ll'I.JiS. ~.,;• ,. ee Si.ea+ 14 ,. f Pro.PIie Or •"'-• • '·''-...,. ¥'.'·:~ ·,SMUT I CITY OF CAR LS BAD l'MUTII 1--4--l-------------t---t 10 IN8fNUIIINI Oll'AIITIUNT 2w 1--4--4-------------t---t CARLSBAD BOULEVARD IMPROVEMENTS ' STORM DRAIN PLAN a PROFILE' 1 .,· STA 5'9+00 ro STA 71 +QO -. . ,, APP~nv,1111 • .,,.,,,--01.. // -1 . _c . _,':,,, I rl-" !f:/.f-J'f ENGINEER OF WORK.-.--,<, . RE. -~l.t'Tlt' cr(y (NOINUII OAT~ I tf,..,/ tf,.. ;ts, ' . 1·Ul·Nr • ·-"ATriav O~SCIIIPTION APP'O g~:o':v, -lf l'IIOJfCT NO.ll ~-~NO. I 11. ~ ~· IICI ll941S Cd,. lt-lll-H DATE REVISIONS ,,tLOBIC, :I I :,20~ 270-2 &P-i:::••· 71 +00 . t~~:E= __ . ·~-- +-·--~ ·-~=,-.- ~,!:·:: .... :.·1-:---.. _~= ---I -•~...:·• -II§ ■~ Iii . . ···.:.-"{ .·,;:.o~ =Ji., ... l!i! ~ = ·I . ..:...:~'7,7 =..:-.i~ •r-.. ,. -••·n -·.:--?.:,:::.:;-.. .:..: .. -'f :_ .. :;_ 11-\F:;~--- ET ... .... -,, ·:!.·.;- 72+00 w. ... ~ ~ ·,:,"3.: ii1 73+00 -..=:- .;.jc:; . ·11 ffl N .; ..., ;:,. -~.i.;._·_:t.t: ~:1-:-.!.· 1--:::;:7. -~t ~--t• . i:f':.7- -~::: ~:r=~-· '""""C~.::.j ••. - ·:t :.J: ::1«·• ··•7. -~1c---·:-.i.:.I~(- 74+00 tO" VCP Sew!!r ~ V c;;~~;.-:-....... ,1-.,~- ~-~ -t-_~--:;::: =t~=- r:-.:+-~ --,.i• ··~...,; ===r . .:.:t: ~'::' - 1111 -·- - . -I=±--=~=,;., :-~.f;:-t-·: 7S+o0 76+00 ,\ ,, ,, ', Ga, to" AC Water ,. • t . , . ~ -y; ,. c.o. 8 .L ... .;:,; .::;.--;:_, 77+00 ~~1:~:t · -~ 3 => :i • __ , .. L::i.::=-:: .... c;c;;"f ·:., ... 78+00 e . l==t= 79+00 PROFILE: CARLSBAD BOULEVARD SCALE: I"• 40' HORZ • I"• 41 VERT -=;- E:::E= ~i.=::- ·S....'.F., 80+00 (-·- i.... • 'v<-~ , ... --1 \ ,., 0"''(', ..:..-;;.··--· _3.:...·· -,w-'·· .. :t:-= ;=£=g::.:►- 81 +00 ti; T~ .4 t::o-:-*7 ~- ~ ~ ±==:::i=:i=·, .• 'St. 79+21, 15'L.t.:_ ,. ~A e:o.•1c -· • -'-" ... • &•·tr -rs' Lt -· -·7 • -.=:'"" . ' (o 0 INLET R/W I 1-1.: .... ~-- ~~t-1 .. ., ... E!!'iE ~ ,. f.' K ,.. 83+00 l;· , " 1. i .... ~ 1' "VCP 5ewer lo AC W<& i!r ?'; I fVTl.RE fO 'TYPe"S-f • eta 7r,, +27, 15' Lt // cf ~-0 • 9 , ~ o" VCP S!!Wel' , Q: \ ---=::"':;':;-:'::::--;T,-;-•• • ,. • r,,' AC Water-llll ' !,1 / .r r \' 4 M,P. Ga• T (8 1 ..,. I,~ ,.. I I J --~,.,...,._..."' / I I 4-----+---+---t--r ~~--f-1n:1r--"'t'"""rt"'"1----,:+--f-;-rtr<~-r--1 -~::~;--t---.-+.,...~-r--_:-_-i;-_rttr::=-.--~-.-----1!-lllll~-"'-....+1-==~=~""TI:=:=-=~~=-~=-~i J :::::::-·,I":..-_=_ -=-'=-1t-._,.,-.-,"l!l?"'r-i _I u ,. ....i,.-;:+-+--tt-,---t-t--L---t-1tt1 tt--r--, -----r--v .... ~~~~~-::;:;~~~it~~~~~~~~!~~~~~~~~~~~~~~~~ 8 o---1r---• • ~-_... I _.;;,..-;=-c-~~= ;-a-;=.-=---.----,,.-, -= ::ii:-.:-:..ci}:7w w rm rm w rm; ii: ;.; .... .---!w-w,'ir.;~~-;1,;lr=-> --f----+"''-:---:-;;-:-:=--:---• r ~ ----=-+---+t'-"-r-=-:-::~ -~-30•..41• 5(,,. 4-+-l._---:-::--=-::-=:-•"' LEVARp_ (:_~ ------.----r-r . , ? !I-+-------C AC Wa "'"--o----_-_-_-_-~_---.-t----,-;:---: 1 : f-I ~ V) ----,,,,..-..c...----1. __ _.,,....__I': I I I .Ji -· -I -r:::;;:==-====t=k1=~=¥=r=±=:~rfk==-d!~~~::....;~r=f-=t=1:=-.::i=-=[i -.. V) ~· t -, ------==----I" ..., ... ________ --C: .C: I -~ I ~ Not8 "'"'"• of $<ocO U-ra,o ,! " •"1W I w I I~ Lo.teral Snown on '' St~;-rn Ii: ~ 2 ..., -----.,,. ___ :;::..:: Droin Profile a<id Detods 5~~tf4. O I I a: I z 1 •1'!111'!1!~ ...... ~~.., ox I ~ I S'S I ·.:·~15!f' ' - I ~ • i-•--·, 1r SS--':c fl)_, · 0 . : ':!II).> ~'T ~, IJJ Scote: I"• 40' , -~· '_ •.• .. , -~ ~ j'""'J CITY~-. -;;AR..-.BAO l'"""I en t,: -=-~ ➔=-~ ~~r-: -_=: -_=: -_=: -_=: -_=: -_=: -_=: --:=: -_=:'.:: -_=: -_=: --~tF·-== --:-1~ ff ENG IN U IUN 8 0 EI' Alli T IH NT 2G; STORM DRAIN DATA I I NO. !DELTA OR BRG. RADIUS LENGTM REMARKS I IT] I S 30'4(!,(o.,.e· 11 3.LI ' 30' RCP [1] I 5 .:,0•4 1.· ~ E. -·2')4,0 ' • 30". RCF' Note: L e..,9th sho wn ;5 from<& structure t o <i, sfructure. 5 30•41 SfD E 3000 30' RCF' I 4 5 30'41 5(/j E ---.36o.o' 30" RC P I ' 5 30,11 ¾ E 73.0 .30" RCP r,, N 5~8· 04" E. -23.5 . r&"R:.C.P.-FVTU~ 7 S 30•41• 5'-' E I I 9.89' 30" RCP I~ N~~l&04"~ --.31 .7-,• .lt>"R.C.P~M~ " . -.~ • "'' ~--l I ENGINEER OF WORK : I ~ .• • • ~¥ t?..I~ .. OFCAUfll~ '[-14·,M II. I., • RCI H4H' !XI'. 1!•51-n DATI r-l-+-1--------~--r---ilcARl:.SBAO BOULEVARD IMPROVEMENTS STORM DRAIN PLAN 8 PROFILE ST~_71 +00_ TO STA 83+00 r------t--+----------J..___J , ... "1°~~lfp7.Z CJ,/s,t1 7 OAT( l■Y DE.S~III PTION Al'P'D RE\IISIONS RI HTf"IJ _ Cl'l"l'_IIIOINUII ~N-1~ l'IIOJ[CT ND. I ,,rti.i~::::::=::1 3205 OAT[. OIi.AWiNG NO. 270 ·2 NO. 83+00 -- !'-,:~ -~-- ,·-::r= :±.::":"' -· --~'~ -= ... -;-_;::_ .:-.::· .;;f_:¢"·. =-=-- ~ L J_"s ••• __ I ,, '...:f. ~ ~ = j\ ~ ~- ,t:.L·~ ·-=-=··".:-1 ----•~- -.:'i I::.::-1---H·;:· .r-- • ~ = - ~ = _L E=-·-....:-..-::. .. -~--1 -.... ..:...:.,J.-:::.=:tn...L-..,.. --'"': ---ct-~~E --- -•• --~ ....:..+~:t: ,.=h , =: ..... ,·_-; ..... ,,.,.Jc;::;i;,.--_..,. __ , _ _1,_;-.:-1::·-•!•~-=--- -:.·.;:;:.r-.::.=.-.-,-· .11111 ~ ~ --~ ·.t·J=$-4~ ····•~,1--: 84~ &!+00 86+00 87+00 88+00 89+00 90+00 91+00 "-TypeACo•, { T»,,.AC.O. •4"a St4.&4+3l,f5' Lt. Sta.~•71,15.L.t. • ti: 12'jype A·l·(Modif~d) s,u. ~a :I!liTow:..'- curb In let • 3 Sta 89+0'1 cl TyAA A C.O. "4 st .. .!19•0~. ,s· Lt ,, R/W s.e Noto o.., Note,-5!,,,.,,; Dn,1,.·1;«tiriif"f'roflle . ·-::-"&1-n·.mi· • storm. ~1n-Pn,flr -·4nd Details• ai,Nf. 14. w 2: a: 0 0 ' Type A C.O. • 3 Sta 91•:l8, l!5' Lt. i I -- I -•- ·1.•;~_ f d:-"•-· 92+00 93+00 94+00 2r:tm~---Iii -- ; ....... °!'"· 95♦00 ( Tyf>! A C.O. • 2 Stea 94+09 1 15' Lt, "'.! ~ = , ~ 5neot I~ • ,<qi I +. J .,, i-,;. ..... -4_______ -___ ..,, .... ____ ...... __ ----,-1,+-,,--------I ~ t::=::::=t==---=====-:t=====c:--: ---+.-____ _.__ -_,_ __ ........,..,__.,_.... ,. . -·--------~ ..JJ-=---__;-__ --' I ' --• --' r -..., -----===-=I .x ---------= ----~--...... 4L'lJU!¥ utte..5 -,.:;_..;;;;..:;;.-5-'=:-;i=s;::i;::;~~~~~~;::;~~;:5..;:.~ -------~ ---------------~=~Ill;.:;=~.;;; -==-=-=.:=,i() .'=i:'~i5--'=r.HH.HHl~-H-~--'=a-=i-':a-aw: .... ~•••== •=. -• .,,_ = •~1 --' --;:;;--7 --;:'---, -~----J -~ ? () '-------='------+"''-----1---1---,S: '-t!J I~ -•• ,. L!.Y ~ -. l£r ,_, , ~ 0 <;, II • • .__ _ _L.._ Ii ~A Line ~ Carlsbad Blvd. CARLSBAD . -=======:-::-:1::--======t.=====~~===~=-= r~~ge t:tF Po~ement '( ____ _...,..---trl':__:iyµiflijmiJ:-::-::J~ =il ------------------c-~---------------'--B''vcP-Sewer ---If -·-Ex;~t~~9 1e' R.C.P. ---=..:..:.:,. --- : I er,;• AC Wofer .-:::-:::-::=.:=-=-=-=-=-=-=-=-:=-=-=-=-=-=-=-.::::::::::--:: =-===--=-=-=-=-=-=-=-:....:-=-=-=-=-=-=-=-=-===:--::=--~,,iid'Abond~~ ': • t t~r::_-;_~~:::..:====-=====;~-----~R/W -------i 1 Curt>, u,,. Remove Exi$flng He4d-ll ~ ~ 1• 2'-0 > \ , . and fill to Gr4de fl) For ·Deto/1~ and Reinforc~nt -~ No!=Shown· &e. 'Son Dleso W ·--135• Angle&~~-, 1 Re3ionol 5t4""4rds" ~ Curb Inlet ·Type A, ~ ~\~~l!Tlln~ w . a: " • 0 (g t,,1;n. ma.tch ,nod1f1ed -I l'-----.J ....,_ .. -". . alill_.,.,·'t 1.._ ': .. '":.~--• :.· ~: :a :...--•~,i • '. \ p ,. ~- .l§ __g; ~ ~ .. 4) ~ 18 benn'i>_..y -bo.ck woll STORM-DRAIN DATA Sea le : I" ~ 4o' MODIFIED TYPE A~I INLET ~ CITY OF CARLSBAD l'"'ml r-r-i1r-------------..1,-----11~ UIGIIH(IIINI HI! TIIENT ZCo DEL.TA OR BflG.I RADIUS I LENGTH I REMARKS fil I 5.30"4/'5(.,"E I I ISL.a' J 30" l?CP Note : Lev,9+1-1 snowv, isf'ro..,., ~ st-r.,cture t o ~ s+n,cture, No Scal<0 -,-:::::::::::::::::::::::::::::~::::: !CARLSBAD BOULEVARD IMPROVEMENTS STORM DRAIN PLAN S PROFILE STA83+00TO STA 95+00 l 530•4,-5~E 2200' 30' RCP l 5.30•-4,-5~· E 2sz.o·· 24'" RcP s 30•4,-5(,"E r--r -2s1.o" 1 2+· F?cP . . ffi I S 30•4r.5,• £ I -· I 9 10' I 18" RCP ~ j N59"lll'04''E I I ICJ,.2' j 18" RCP ! I S 30°4i'5C."E I I 235.0' I . 30" RCP ,: I ENGINEER OF WORK : U ,.1,,/4 '!-14-IJ!} It. L CR£VEUIN IIC[ H4lll [XP. 11-31-ff DATl ~1--+-1-----------------♦--- 11 I WPP~~. j11[2tc1TY (N~[[II g:N.IY,___ l'IIOJ(CT NO. [ ,ir'tl!;\t== 3205 l.Q.A.T[IIY DE SCIII f'!.tON &PP'D REVISIONS Cf-/~;,,, DATE 0RAWING NO, 270-2 .IT -=:.:! -➔, •• ~--·t ·-·-- =-.,-1-•= ~~:~➔- ~-:;-=-"r.~1 •I ·•!;.._ c.· 9!1'+00 tJ) • • ~ ~ :.=:i -- ~):;; ·-1-m ~.;g ~ ~ iUII 1;:: II •---,- -,, t--~ :.~·--•-~ -' - ' -3_:: -~--,!=$' .. ~:: 96+oo 97+00 ~ T~C;e. •1 Sha ':17•09, 151 Lt. . E -.~':.f_('"'. EHftwfl~§lj -L, --~~----r 98+00 ~ 15' T o A-I ("'1odil'i.d) ::. I iCurb Inlet .,., 51<. 98+5l, 32° , I I ( 4-"Hf'G..~ ®--,r.R/w-(r,/' .Voib.ter .:~:,-,-.:rJ! 99+00 LtJ > ~ _.,., ... r :.1:.::;e; :1 -~L. --~~~ '-'"--t.-=.CE -- I Co.,+,ac:tor +o i:,o+i,,ole ;o,-,,11:,+e.- or 9Qs li,iea o+ Inlet loc:atio"• · 1 IVke.-• c:o..,f'ltc:t e,ci•ta tl,e c:o.,tractor \ sl1oll mod1-f'~ the ;..,1e+ as snow.., on - i ~~- - ,:- _:.t;:. lb_;"'"'"' .... c~, • . .,,.,~ i" • 8 ~:_ewer'-:\ _ ~ ' I ==t l' , ··:[ ----·-. I'. I .• ® '-.__Slice+ 1~, or reloca+e as re~1,1ired +~ -Lf----+-----"1--fl"-+--'--clear-ti-le utili~ li,ies, (5&'e Special Pr-ovisiol'ls.) ~---~~ -,., -~ -,,J !+ == :a••• •••!IS!!':.• a~-"""~ -8~--J ~,..: - LO o , •E °' _ 1,. s30 415'-,n ~ ~I c ... ~~;~---\._R/W 19f '-..'t Corlsl:>Qd Blvd. \;:--==~' i Edgj ioF-+-~~u.....-__ --_-_. CARLSBAD . 'S--e9''.yep:.&,_,.. ---'' ~ ··-I BOULEVARD 1· it F I ~ 5cole : 1••4o' TORM DRAIN -DATA DELTA OR BRG. RADIUS LENGTH REMARKS 5 30°41 sr,," E 209 18' RCP 5 .37•25 55' E 138' 18' RCP Nor• : Len9th shown Is From i o/rudure to ~ 5tru.Gture ENGINEER OF WORK: rf.L f .. e/4 tit -~--l,Jtl.,..-R~l 39483 7~y-46 EXP. lt-St~et DAT! '·' Jj '_ -i :,~ !.,. I r l ~ ~ -- B ';""~ - a, o, Q/riLf· ,vrrc11 1111/N$1TION to' .!!)!__~,., .. .,/"/ /;1/171.11 l r,-ur '- ,.n ,:,,r___§Jtir~---? I I 1 -L. :~r: , --_ l ~Ll _ IHI.Er WI117H ~ON P,UN.$ ~ATION "ra,,o,c,_ GIITTE/1 1'1W4/TION 10· = = 1· ..,l,,C,--t.," ::::t:=. -... ""-iEr'-r"' rr~,~ ------. .,.. - ...... - \ CtJRB_PROFIL£-INL£T TIW(SITION '- ~ .. ,, --I • 1IHUT I CITY OF CARLSBAD 1•HE£Tl1 • '3 [IIIIINUIUNG DEPARTIUIIIT ew -;·,,· -CARLSBAD BOULEVARD IMPROVEMENTS ,i,; _ STORM DRAIN PLAN a PROFILE ~:~, ,. , STA c !5+00 TO MANZANO DRIVE .-, ': •"""~....-' ~10 ,//. ~ VP" RE . 2-~n" // CITT EIIIGINHPI n&T• OWN.BT•---:111 PIIOJECT NO. II DRAWIHG NO. 0&T[IIIT DESCIIIPTIDN APP0D iHKD.8V,__ :,20, 270-2 REVIS!Q_N S IELD IK, __ l