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Home My WebLink AboutMS 08-03; NOLAN DEVELOPMENT; HYDROLOGY, HYDRAULIC AND STORMWATER STUDY; 2015-01-28I I 1 HYDROLOGY, HYDRAULIC AND STORMWATER STUDY I NOLAN DEVELOPMENT 7331 LAS BRISAS COURT, CARLSBAD APN 223-211-18 Prepared for: Frank and Joann Nolan Trust 7331 Las Brisas Court Carlsbad, CA 92009 Prepared by: a bhA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L carlsbad, CA 92008-4387 (760) 931-870 o No. 29271 December 29, 2014 Revised: January 28, 20 1?-7 MAR 10 2"'15 W.O. 739-0993-40 tJk%'U LJV%; TABLE OF CONTENTS I. Discussion: Vicinity Map......................................................3 Purpose and Scope..............................................4 Project Description..............................................4 StudyMethod.....................................................4 Conclusions........................................................6 Declaration of Responsible Charge..........................7 II. Exhibits: Existing Hydrology Map & Proposed Hydrology Map ......................................................8 III. Calculations: A. Existing Condition Hydrology Calculations........................9 Proposed Condition Hydrology Calculations....................... 12 Hydraulic Calculations...............................................16 IV. References........................................................................................19 Nolan Development- Hydrology Study bl-iA, Inc. i. DISCUSSION VICINITY MAP NO SCALE Nolan Development- Hydrology Study H-IA, inc. PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the Tentative Parcel Map, MS-08-03, City of Carlsbad, known for the purposes of this report as Nolan Development. The scope is to study the proposed hydrology and hydraulics, and make recommendations to intercept, detain and convey 0100. PROJECT DESCRIPTION: The project proposes to subdivide the existing property into two parcels. The site is located between the westerly end of Las Brisas Court and the easterly right of way of Piragua Street. Currently the site has an existing single family residential structure located near the easterly property line, with access from Las Brisas Court. The existing pad for this residence overlooks the remaining lower portion of the property to the west. This lower portion of the property is partly rough graded with a dirt road from Piragua Street used for access by San Diego Gas & Electric Company. The project is surrounded by existing single family residences. Runoff from the existing site is intercepted by a storm drain system north of the property. The upper lot drains into a street curb inlet in Las Brisas Court. A portion of the lower half of the property drains into a catch basin near the northwesterly corner. The remainder of the lower half drains onto Piragua Street, towards a street curb inlet near the northwest corner of the property. STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual, 2003 edition. The hydrology and hydraulic analysis were performed using Hydrosoft by Advanced Engineering Software. I Drainage basin areas were determined from flown topography and proposed finish grades as shown on the Tentative Parcel Map. Using the Rational Method, the on-site runoff coefficients I were determined as: User Specified Storm Event (Year) = 100 I P6 for 100-year storm= 2.8", see Isopluvial map in References. I Soil Classification of "D" will be assumed for the drainage basins for the hydrology calculation, see USDA Web Soil Survey in References. Composite Runoff Coefficients were calculated for drainage areas with both pervious and pervious surfaces, per the following Table 1.0. I Nolan Development- Hydrology Study bkA, Inc. 4 I Table 1.0—Composite C-value Calculations Proposed Hydrology Up Node Down Node Total Acreage C1 A1 (acres) C2 A2 (acres) Ccomp 14 13 0.213 0.35 0.145 0.87 0.068 0.52 13.1 13 0.090 0.35 0.043 0.87 0.047 0.62 11 10 0.206 0.35 0.181 0.87 0.025 0.41 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types from the USDA Web Soil Survey. See Appendix. Table 1.1—Summary of Results 100 Year Storm Frequency Existing Condition Proposed Condition Node Acres Q (cfs) Tc (mm) Node 10 _40C. cres 0 (cfs) Tc (mm) 1 0.7 1.17 9.6 0.7 1.57 9.13 I I I I Nolan Development- Hydrology Study bhA, Inc. I5L I CONCLUSION: This report has shown that the proposed Nolan Development will not generate substantial I stormwater runoff to adversely affect downstream properties and drainage infrastructure. It is our professional opinion that the recommendations provided in this report, and the drainage system as I proposed effectively intercept, contain, detain and convey the expected storm water runoff generated by this property. I I I Nolan Development- Hydrology Study bkA, Inc. IoL 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. z-cK Ronald L. HolTowaP R.C.E. 29271 Date Nolan Development- Hydrology Study bhA, inc. I I I I I BAD I!1OJ-,4W $JV#LW !U&!i. WE VNWW1 40 60 / 20 10 0 20 I / SCALE 1" 20' / / .,-- - - J / / 38'L6 / 38'L8 / x I / / N 1 _38C 2j"b; CD A 380. \ 381: /1 / Xli . / - I / ( 436.4. \\ \ / XI \ (__' S ""•'--' Ji\ \S \ \\ 435/ \\ 'S N 434 \ / N - - I .......... --- 'N / 383.6 1/ x '4 / / / / / / / / 381,5 j/ / --- --.-- -_---. / / / LEGEND SURFACE NODE SURFACE RUNOFF (Cr5) BASIN AREA 'AcRES) 436.1 \. N FL 0 WLINE X x 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 N / 4' -\ I ')F 'I I If 96 , / 4..4L / 39'7,/ / IC' VICINITY MAP NO SCALE !WOJ 'WJ4D !IDRtOLOiT' .9 V'IOJ4IJ DJfl!OJ !HI '0)- vJ3.vD 7777' 20 10 0 20 40 60 SCALE: 1" = 20' r ' i1:j ,,.,_ :i>• "f" ...j. 3 E 10 "I 'Ti !" 1; I ... go \ I/; / \jk I / I COMPOSITE C-VALUE CALCULATIONS: -,...... / -. / Proposed Hydrology Up Node Down Node Total Acreage c1 A1 (acres) C2 A2 (acres) Ccomp 14 13 0.213 0.35 0.145 0.87 0.068 0.52 13.1 13 0.090 0.35 0.043 0.87 1 0.047 0.62 11 10 0.206 0.35 0.181 0.87 1 0.025 0.41 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types from the USDA Web Soil Survey. See DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTiNG SUITABLE FOR WELL DRAINED SOIL CORE 1" HOLE AT OPPOSITE SIDES OF IN CATCH BASIN FOR DRAW DOWN TIME. BOTTOM OF 1" 'ffl=°t HOLE TO BE 0.17' ABOVE BOTTOM OF BASIN. FS=393. 0 18"x18" BROOKS BOX 77H PARKWAY GRATE OUTFLOW TO D-27 UNDER WALK DRAIN ON PIRA GUA ST OUTLET PIPE IE=391.3 (2) 3" Pvc DETENTION BASIN OUTLET DETAIL NOT TO SCALE LEGEND SURFACE NODE SURFACE RUNOFF (cFs) 9) BASIN AREA (ACRES) cTö FLOWLINE 0-27 UNDERDRAIN in. planning, chAl engheeeng, SLffVyint 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 VICINITY MAP NO SCALE K:\Land Projects 3\739-0993-400\dWg\hYd ro-swppp\0993-HYDRO- PRO P.dW9i 2/2/2015 10:54:50 AM ---... •TT •• ........... ., ...- II. EXHIBITS EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP Nolan Development- Hydrology Study bkA, inc. I III. CALCULATIONS A. EXISTING CONDITION HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAM DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 100 Year Hydrology Analysis, Existing Condition bi * * Nolan Development * * * ************************************************************************** I FILE NAME: 0993E100.DAT TIME/DATE OF STUDY: 13:39 04/01/2013 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA I USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 I 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 I *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (FT) (n) I 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: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT!S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I Nolan Development- Hydrology Study H-IA, inc. 9 I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 Is CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 432.00 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.377 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.27 RAIN INTENSITY(INCH/HOUR) = 6.38 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 416.00 DOWNSTREAM(FEET) = 395.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00 CHANNEL SLOPE = 0.1500 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 8.000 MANNING 'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.046 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.85 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.381 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.01 FLOW VELOCITY(FEET/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 2.00 = 240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 61 I Nolan Development- Hydrology Study bkA, Inc. IoL ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM ELEVATION(FEET) = 382.60 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Mannings FRICTION FACTOR for Streetf low Section(curb-to-curb) = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 9.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.845 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 0.0130 AREA-AVERAGE RUNOFF COEFFICIENT = 0.355 SUBAREA AREA(ACRES) = 0.58 SUBAREA RtJNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.62 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 1.00 = 434.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.7 TC(MIN.) = 9.60 PEAK FLOW RATE(CFS) 1.17 END OF RATIONAL METHOD ANALYSIS Nolan Development- Hydrology Study blIA, Inc. B. PROPOSED CONDITION HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE I Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) I Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: I BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 l ************************** DESCRIPTION OF STUDY * 100 Year Hydrology Analysis, Developed Condition bl * * Nolan Development * I * * ************************************************************************** I FILE NAME: 0993P100.DAT TIME/DATE OF STUDY: 13:29 04/01/2013 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I 2003 SAN DIEGO MANUAL CRITERIA I USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 I 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* I 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) I 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: I l. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) I *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I Nolan Development- Hydrology Study bliA, Inc. 12 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 432.00 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.377 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 14.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<'z<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.27 RAIN INTENSITY(INCH/HOUR) = 6.38 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 395.00 CHANNEL LENGTH THRU SUBAREA(FEET) 152.00 CHANNEL SLOPE = 0.1382 CHANNEL BASE(FEET) = 16.00 Z FACTOR = 2.000 MANNING 'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.307 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.23 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 8.33 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.59 AREA-AVERAGE RUNOFF COEFFICIENT = 0.508 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.67 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.307 Nolan Development- Hydrology Study bi-IA, Inc. 13 I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.5376 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.97 I TC(MIN.) = 8.33 **************************************************************************** I FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<z<<< I ELEVATION DATA: UPSTREAM(FEET) = 395.00 DOWNSTREAM(FEET) = 393.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0200 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 I MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.148 *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.00 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.14 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.73 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.07 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.518 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.01 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 4.03 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 12.00 = 352.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.148 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4839 SUBAREA AR EA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.18 TC(MIN.) = 8.73 I **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 41 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 391.30 DOWNSTREAM(FEET) = 388.00 I Nolan Development- Hydrology Study bkA, Inc. 14 I FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.05 I PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 3.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.78 I LONGEST FLOWPATH FROM NODE 15.00 TO NODE 11.00 = 382.00 FEET. I FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 388.00 DOWNSTREAM ELEVATION(FEET) = 382.60 STREET LENGTH(FEET) = 95.00 CURB HEIGHT(INCHES) = 6.0 I STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.39 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.36 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.462 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.76 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) 1.01 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 10.00 = 477.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.7 TC(MIN.) = 9.13 PEAK FLOW RATE(CFS) = 1.57 END OF RATIONAL METHOD ANALYSIS I I Nolan Development- Hydrology Study bliA, Inc. C. HYDRAULIC CALCULATIONS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:46 04/01/2013 I Problem Descriptions: Outlet Pipe Sizing Calculations Based on 100-Year Storm Event Nolan Development **************************************************************************** >> > >PIPEFLOW HYDRAULIC INPUT INFORMATION< < < < ---------------------------------------------------------------------------- PIPE SLOPE(FEET/FEET) = 0.1100 PIPEFLOW(CFS) = 1.18 MANNINGS FRICTION FACTOR = 0.011000 > > > > >SOFFIT-FLOW PIPE DIAMETER(FEET) = 0.396 -Will use (2) 3"-dia HDPE pipes from outlet of basin, run to Standard Curb Outlet per D-27 to Piragua St. I I Nolan Development- Hydrology Study bl-iA, Inc. J__1_6 __L_ I Table 2.A- Capacity of 18"x18" Brooks Box, Basin Outlet Using Sharp Crested Weir Formula equation (5-10) Q=CLH'5 where Coefficient C is 3.3 (Brater and King) I Weir Length Basin Elev Coefficient H (if) Q (cfs) (It) 0.9 3.3 6 0.067 0.34 1 3.3 6 0.167 1.35 > 1.18 cfs QIN '' 11 B 1" TABLE 2.- Capacity of -dia Orifices Q = x Cg x D2 .12 i Using General Orifice Flow equation: where (H-Hd) equals available Head, g = 32.2 ft/s2, D is the orifice diameter, and Cg is the orifice discharge I coefficient. Elev. (It) Basin Depth . . Orifice Size Dia.(ft) Cg (considering thick walls) Head (if) Qdischarge (cfs) X 2 total orifices 393.17 0.17 0.083333333 0.75 0.0667 0.008 0.017 393.2 0.2 0.083333333 0.75 0.1667 0.013 0.027 393.3 0.3 0.083333333 0.75 0.2667 0.017 0.034 393.4 0.4 0.083333333 0.75 0.3667 0.020 0.040 393.5 0.5 0.083333333 0.75 0.4667 0.022 0.045 393.6 0.6 0.083333333 0.75 0.5667 0.025 0.049 393.7 0.7 0.083333333 0.75 0.6667 0.027 0.054 393.8 0.8 0.083333333 0.75 0.7667 0.029 0.057 393.9 0.9 0.083333333 0.75 0.8667 0.031 0.061 394 1 0.083333333 0.75 0.9667 0.032 0.065 I Table 2.C- Basin Depth vs. Storage and Discharge Information I Basin Bottom Basin Area (sf) = 241 Volume CF Depth Volume acre-ft Outflow X 2 Outlet Pipes 90.38 0.00 0.0021 0.000 0.000 115.08 0.10 0.0026 0.000 0.000 133.08 0.17 0.0031 0.017 0.034 140.98 0.20 0.0032 0.027 0.054 168.08 0.30 0.0039 0.034 0.068 196.38 0.40 0.0045 0.040 0.079 225.88 0.50 0.0052 0.045 0.090 256.58 0.60 0.0059 0.049 0.099 288.48 0.70 0.0066 0.054 0.107 321.58 0.80 0.0074 0.057 0.115 355.88 0.90 0.0082 0.402 0.804 I I Nolan Development- Hydrology Study bhA, Inc. 17 391.38 1.00 0.0090 1.412 2.823 > 1.18 cfs QIN " Drawdown calculator: Flow through orifice plate governs drain-down flow: 355 Basin Volume @ 10" Depth (cf) 0.804 Q of (2) 3" PVC outlet pipes at 10" Basin Depth (cfs) 0.1 1 Drawdown Time (hrs) < 72 v' DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANT/NC SUITABLE FOR WELL DRAINED SOIL - CORE A 1" HOLE AT OPPOSITE SIDES OF IN CA TCH BASIN FOR DRAW 18"x18" BROOKS BOX DOWN TIME. BOTTOM OF 1" PARKWAY CRATE HOLE TO BE 0.17' ABOVE /TH BOTTOM OF BASIN. Uio" OUTFLOW TO D-27 UNDER WALK DRAIN ON PIRACUA ST _jij N_OU TLET PIPE (2) 3" PVC DE TENTION BA SIN 0 UTLETDE TAIL NOT TO SCALE Nolan Development- Hydrology Study bliA, Inc. 18 IV. REFERENCES I Nolan Development- Hydrology Study bElA, Inc. 19 - I = I r-n nHW ET- L . County of San Diego 44 -One _, Hydrology Manual I ,Lfl I I 33311 LL du'n pli TI - II rrr t f LL '- - -__- Rainfall Isopluvials ______________ H••1 Yew kaluf.ffEveet 6H,w, J J R, 1N - I:.tIT' .I ,.,....._ - - - I .L ., I-i-, I __i--_1 i(.l'j.It .IIL t.__. \ I• j • -.--•.# . I____ --------- 'GPS 33'5'20.2" 117 1467 11 F 1 - -1__J_..__f. ________ - - P 2.8 6 - T-lJ,',-rL;f' j•II ..I\\ i-i-i1t---- - -j-i- r- -i:._._ P24 5.1 Lr'YNI '1 6 / P24 = IVI --'-H el - - T - - - DPW I-JIH Thft'- vv 4e - I ___________ I IlL. IIL_J I___I IIIlII 1 r - 'I II I I_ S I IPjJrftrL,.rr_mfjI [71 , L__!FTTrLw I LH LLH H . 4--+4— --- CD H H • IIi r 7Th4.. -r4r DPW - -GIS SanGIS anaqen,,c%nw atw.ao.eea,n ! 3 0 3M11.. - C. I H I LLJTfII I z LOCATlON i. .. I I •• - - I ' ______ - I_fl I 'L r - J-• '-z, ' : _____________ - II I j / &•4 J. I -- fli $ I__ 'I I IL H'L e, 4N,AP - . -:H 17 1 .' 01 - ----' Al L J. I I r 14 :LIT ,r4v I _ I I Li___j . -. • i ......• ••- •_1__j I Hir ' L;T 1G;11 IX H'11j r tt __ County of San Diego Hydrology Manual C Rainfall Isopluvials III Yew RaWaN Evi.t -24 H.en - _) GPS: 33°5'20.2" -117° 146.7" P6 = 2.8" P24 = 5.1" P6 /P24 _55% II 33 521' 33 521" 33 19' Hydrologic Soil Group—ear Deg. County Area, California Map Scale 1383 if printed on A size 85" x 11) 'set N •kt&rs A 0 36 7 14 21 Feet 0 10 20 40 ED USDA Natural Resources 'Ieb Sol Sur.'ey 3128/2013 Conservation Service Naborta 'iooe-itive Soil Survey Page 1 of 4 Hydrologic Soil Group—San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOl) Map Scale: 1:383 if printed on A size (8.5" x 1 1") sheet. Area of Interest (AOl) The soil surveys that comprise your AOl were mapped at 124,000 Soils - - Soil Map Units Warning: Soil Map may not be valid at this scale. Soil Ratings Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting AID soils that could have been shown at a more detailed scale. • B Please rely on the bar scale on each map sheet for accurate map BID measurements. C Source of Map. Natural Resources Conservation Service CID Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System UTM Zone 11 N NAD83 0 This product is generated from the USDA-NRCS certified data as of Not rated or not available the version date(s) listed below. Political Features Soil Survey Area: San Diego County Area, California • Cities Survey Area Data: Version 6, Dec 17, 2007 Water Features Date(s) aerial images were photographed: 6/7/2005 Streams and Canals The orthophoto or other base map on which the soil lines were Transportation compiled and digitized probably differs from the background .-+--,- Rails imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. ... interstate Highways _- US Routes Major Roads -,, Local Roads USDA Natural Resources Web Soil Survey 3/28/2013 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—San Diego County Area, California Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit - San Diego County Area, California (CA638) Map unit symbol [ Map unit name Rating [_Acres In AOl Percent of AOl ExG Exchequer rocky silt loam, 30 to 70 percent slopes D 0.0 1.5% SnG San Miguel-Exchequer rocky silt barns, 9 to 70 percent slopes D 0.5 98.4% Totals for Area of Interest 0.6 100.0% I Description Hydrologic soil groups are based on estimates of runoff potential. Soils are I assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. I The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and C/D). 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 I 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 I for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options I Aggregation Method: Dominant Condition I USDA Natural Resources Web Soil Survey 3/28/2013 Conservation Service National Cooperative Soil Survey Page 3 of 4 I Hydrologic Soil Group—San Diego County Area, California I Component Percent Cutoff: None Specified Tie-break Rule: Higher I I I I I I I I I I2 Natural Resources Web Soil Survey 3/28/2013 Conservation Service National Cooperative Soil Survey Page 4 of 4 I - - - - - - - - - - - - - - - - - - - San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % INTER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 [j] *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T1 values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T1' Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM T1 LM T1 LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.41 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 1 100 3.5 HDR 43 50 5.3 65 4.71 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.61 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. _ 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1. 50 1 3.71 601 3.2 1 70 2.7 80 2.61 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 I I I I I I I I I I I I I I I I I I I