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Home My WebLink AboutCDP 2017-0023; 3913 SHERIDAN PLACE; DRAINAGE REPORT; 2017-08-30C2-bfl --00 2'2) DRAINAGE REPORT 3913 SHERIDAN PLACE APN 206-042-47 CITY OF CARLSBAD PROJECT ID: CDP2017-0023 DRAWING NO: DWG 505-7A PERMIT NO: GR2017-0041 RE C;"'jj'j' t ~ ln LAND ci02 2018 NGIN01MNr Prepared for: Prophet Solutions, Inc. 5845 Avenida Enemas, Suite 138 Carlsbad, CA 92008 Prepared by: bhA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760)931-8700 August 30, 2017 W.O. 1037-0810-600 TABLE OF CONTENTS Chapter 1 - Discussion ........................................................................................................................................ 3 1.1 Vicinity Map..................................................................................................................................3 1.2 Purpose and Scope........................................................................................................................4 1.3 Project Description.......................................................................................................................4 1.4 Pre-Development Conditions ......................................................................................................4 1.5 Post-Development Conditions ...................................................................................................... 5 1.6 Study Method................................................................................................................................6 1.7 Conclusions ..................................................................................................................................... 8 1.8 Declaration of Responsible Charge ............................................................................................9 Chapter 2 - Exhibits.........................................................................................................................................10 Existing Condition Hydrology Map............................................................................................10 Developed Condition Hydrology Map ....................................................................................... 10 Chapter 3 - Hydrology Calculations ............................................................................................................... 12 3.1 Existing Condition Hydrology Calculations .............................................................................. 12 100-Year Storm......................................................................................................................13 3.2 Developed Condition Hydrology Calculations.........................................................................15 100-Year Storm......................................................................................................................16 2-Year Storm..........................................................................................................................20 Chapter 4 - Hydraulic Elements Calculations ..............................................................................................25 PipeDepth and Velocity.............................................................................................................25 Chapter 5 - References ..................................................................................................................................... 30 Methodology- Rational Method Peak Flow Determination.....................................................30 DRAiNAcjE REPORT I 3913 ShERIdAN PLACE, CARlsbAd, CA bliA, Inc.—) CHAPTER 1- DISCUSSION VICINITY MAP CITY OF OCEANSIDE HIGHWAY 8 - NOT TO SCALE CP&4 c9 RO CITY OF VISTA ALOMAR \\ \\o CITY OF \\ O0 SAN MARCOS GA \\ 17 . PACIFIC VE OCEAN CITY OF ENCINITAS DRAiNAqE REPORT 3913 ShERIdAN PkcE, CARISbAd,cA 1.2 PURPOSE AND SCOPE The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the proposed development of 3913 Sheridan Place, in the City of Carlsbad. The scope of this study is to analyze the results of existing and developed condition hydrology calculations and provide recommendations as to the design and size of various hydraulic and storm water conveyance systems. The mitigation measures proposed will include storm drains and catch basins to route runoff to the storm water conveyance system. The 100-year storm frequency will be analyzed for both pre- and post-development conditions. 1.3 PROJECT DESCRIPTION I The project site is located at 3913 Sheridan Place in the City of Carlsbad (APN 206-042-47), within a developed residential cul-de-sac, south of Tamarack Avenue and west of Interstate 5 Freeway. The project property consists of a relatively level, nearly rectangular-shaped I vacant parcel. The property consist of approximately 0.16 acres. The project site drains to one discharge location near the northwest corner of the project site. I Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak flowrates when the contributing drainage area is less than 1.0 square mile. All storm water quality requirements for the project will be met by the source control and site design BMPs (LID BMPs) intended to reduce the rate and volume of storm water runoff and associated pollutant loads. Please refer to the "Standard Project Requirement Checklist Form E-36" for low impact development strategies throughout the project. 1.4 PRE-DEVELOPMENT CONDITIONS The existing lot is characterized as a relatively level surface near the adjacent Sheridan Place street grades, which bounds the property along the eastern margin. Developed residential lots neighbour the property on the north, south and west sides. The property is covered with I a thick growth of native grasses. Existing surface drainage at the site is not well-defined, however, neither ponded water nor excessively moist to wet ground surface conditions were noted at the time of field investigations. Drainage appears to sheet-flow northwest towards Sheridan Place. There are two storm drain inlets on Sheridan Place located west of the property. I Underlying hydrologic soil is Type B as determined from NRCS Web Soil Survey (see Chapter 5 —References). Onsite soils areas have been assumed to be compacted in the existing condition to represent the current condition of the site. DRAiNAqE REPORT 3913 ShERidAN PLACE, CARlsbAd, CA The following table summarizes the existing condition runoff information from the site. Refer to the Existing Condition Hydrology Map for drainage patterns and areas. I TABLE 1—Summary of Existing Condition Peak Flow: 10Year Peak Flow Time of Discharge Location Drainage Area (Ac) (cfs) Concentration (mm) Northwest Corner f 0.16 j 0.21 9.26 1 I 1.5 POST-DEVELOPMENT CONDITIONS I The project proposes the development of a single-family residence and a detached accessory dwelling unit with the associated structures and improvements. The structure is be constructed on the relatively level existing lot. The site will be approximately 58%. I impervious post-development. I One point of discharge has been identified at the northwest corner of the project site on Sheridan Place. I Prior to discharging from the project site, developed site runoff will be captured and conveyed by a series of yard drains and catch basins to the Sheridan Place curb and gutter system. Runoff from impervious areas such as rooftops and walkways will be directed onto I the surface of adjacent pervious areas. The intent is to slow runoff discharges and reduce volumes while achieving incidental treatment. Proposed grading is minimized due to the previously level pad. Proposed drainage patterns will not alter the existing flow pattern and will discharge from the site at the historic discharge location. Table 2 summarizes the expected cumulative 100-year peak flow rate from the developed site. Refer to the Developed Condition Hydrology Map for drainage patterns and areas. TABLE 2—Summary of Developed Condition Peak Flow: 10Year Peak Flow Time of Discharge Location Drainage Area (Ac) (cfs) Concentration (mm) Northwest Corner 0.16 0.52 8.13 j . DRAiNAqE REPORT 3913 ShERidAN PlACE, CARESbACI, CA _____ _____ I 1.6 STUDY METHOD The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (June 2003). The Hydrology and Hydraulic Analysis were done on Hydro Soft by Advanced Engineering Software 2013. The study considers the runoff for a 100-year storm frequency for both existing and proposed conditions. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "2003 County of San Diego Drainage Design Manual." A more detailed explanation of methodology used for this analysis is listed in Chapter 5 - References of this report. Drainage basin areas were determined from the topography and proposed grades shown on the Grading Plan for this site and County of San Diego 200-Scale Topography Maps. The Rational Method for this project provided the following variable coefficients: Rainfall Intensity - Initial time of concentration (Ta) values based on Table 3-2 of the San Diego County Hydrology Manual. Rainfall Isopluvial Maps from the County Hydrology Manual were used to determine P6 for 100-year storm, see References. RickRat Hydro was used to perform Rational Method hydrographs. The design storm pattern is based on the County of San Diego Intensity-Duration Design Chart. The chart uses the following equation to relate the intensity (I) of the storm to the time of concentration (Tc): Rainfall Intensity = I = 7.44x(P6)x(T) 0.645 P6 for 100-year storm =2.61" Soil Type - The site was modeled with Type B hydrologic soil as determined from the NRCS Web Soil Survey. •Type B soils have moderate infiltration rates when thoroughly wetted. Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. The soil conditions used in this study are consistent with Type B soil qualities. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Table 3-1 of SD HM and 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 ([CA]). For all of the landscape areas, a runoff coefficient assuming 0% impervious was used based on the under-lying soil type, 0.25 for Type B soils. All decomposed granite areas were I I I I I I I I I - I I 17], I I I DRAINAqE REPORT 3913 ShERidAN PkcE, CARlsbAd, CA bliA, Inc I assumed to be semi-pervious and assigned a runoff coefficient of 0.40. All roof, driveway and concrete sidewalk areas were considered 95% impervious, and assigned a runoff coefficient of 0.87. Table 3 below summarizes the composite C-values calculated in the existing and proposed conditions. TABLE 3-Weighted Runoff Coefficient Calculations: Existing Hydrology Up Node Down Node Total Area(ac) A, (ac) C2 A2 (ac) C3 A3 (ac) Ccomp 1 3 0.16 0.25 0.16 0.40 0.00 0.87 0.00 0.25 Proposed Hydrology Up Node Down Node Total Area(ac) c1 A, (ac) C2 A2 (ac) C3 A3 (ac) Ccomp 10 11 0.04 0.25 0.003 0.40 0.006 0.87 0.030 0.75 12 12 0.02 0.25 0.013 0.40 0.000 0.87 0.008 0.48 14 14 0.05 0.25 0.014 0.40 0.007 0.87 0.026 0.62 15 16 0.03 0.25 0.002 0.40 0.013 0.87 0.010 0.58 16 16 0.02 0.25 1 0.004 0.40 0.000 0.87 0.018 0.75 Note: (1) C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. A1 equals total pervious surfaces, e.g. landscape. A2 equals total semi-pervious surfaces, e.g. decomposed granite. A3 equals total impervious surfaces, e.g. roof, concrete driveway, concrete sidewalks. All storm drain systems have been designed in accordance with the City of Carlsbad General Design Standards (Volume 1). The design of storm drain pipes shall be governed by a minimum permissible velocity of 2 fps in a 2-year frequency storm event. This design method assumes that a storm drain pipe will be self-cleaning and prevents deposits of silt. Chapter 4 of this report includes pipe depth and velocity calculations for the proposed storm drain system in the 2-year storm event. DRAiNAqE REPORT 5915 ShERidAN PlACE, CARlSbAd, CA Inc. 1.7 CONCLUSION Table 4 below summarizes the existing and developed condition drainage areas and resultant 100-year peak flow rates at the discharge location from the project site. TABLE 4—Summary of 100-Year Peak Flows: Drainage Area (acres) 100-Year Peak Flow (cis) Time of Concentration (mm) Pre-Developed Condition 0.16 0.21 9.26 Post-Developed Condition 0.16 0.52 8.13 DIFFERENCE 0.00 0.31 -1.13 I As shown in the above table, the development of the proposed Sheridan Place project site will result in a net increase of peak flow discharged from the project site by .tpproximate1y I 0.31 cfs. However, the design of pervious areas to effectively receive, infiltrate and retain runoff from I impervious surfaces will further mitigate runoff discharges and reduce volumes. Landscape areas are interspersed among the building and pavement areas to detain and retain runoff I near the point where it is generated. These small collection techniques foster opportunities to maintain the natural hydrology and provide a much greater range of retention and detention practices. The developed site will also implement source control and site design BMPs in accordance with the site specific "Standard Project Requirement Checklist Form E-36". Peak flow rates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter 5 of this report). Rational method output is located in Chapter 3. The hydraulic calculations show that the proposed storm drain facilities can sufficiently convey the anticipated Qioo flowrate without any adverse effects. Furthermore, the storm drain pipes have been designed for a non-silting velocity of 2 fps in a 2-year frequency storm event. Based on this conclusion, runoff released from the proposed project site will be unlikely to cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development. I I DRAiNAqE REPORT 3913 ShERidAN PlACE, CARlsbAd, CA Date 1.8 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. iona1a rionoway R.C.E. 29271 DRAiNAcjE REPORT 3913 ShERidAN PlACE, CARLSbAd, CA bi-JA, Inc. CHAPTER 2 EXHIBITS Existing Condition Hydrology Map & Developed Condition Hydrology Map DRAiNAcjE REPORT 3913 ShERidAN PlACE, CARLSbAd, CA bl-iA, Inc. lo DEVELOPED CONDIT101 HYDROLOGY1 P 3913SHERIDANPLACE, CITY OF CARLSBAD I WA TER SER CONNECTION LEGEND \ EXISTING 1" -ACE NODE / \ PER DWG. 403-8 SURF WATER LATERAL I MAP NO. 14626 SURFACE FLOW 100 YEAR / - wcuREMo vE 3830 AND REPLACE AC CL CTR -DE- SAC L 0 T BA S AREA COEFFICIENT RUNOFF PVMT. / ROOF AREA // CONCRETE EXISTING 2" FORCE / / LANDSCAPING - SIT-IERIDL4.1\TPLACE DWG 403-8 MAIN LATERAL PER / / RIGHT-OF-WAY DECOMPOSED GRANITE 48.13 EL L PROP. PRIVATE ROA SEMENT / BASIN BOUNDARY / I 2- 3" SIDEWALK UNDERDRAINS\ 16' DR WY rPER DOC. 2003-0 141 / / PER D-27. RECONSTRUCT \ (48.16 FL) RECORDED: 7/15/2003 AL I SIDEWALK 6-1/2" THICK MIN. / BASIN SUB-BOUNDARY EXISTING 6" V__ / EXIST/NC CURB CURB & CUTTER1 EXISTING BUILDING ;:cB0uNRY I WLIN INLET j 0.52 EXISTING' VC7. C. ____ - EXIST.FH 2 3 PVC @ 2% 038 4 A 4 WRDUGT IRON FENCE 1" WATER SERVICE WITH II - 25,16 Si A A 9. 15 49.58 $ METER PER CCSD W-3 'V '.'- *9.25 G I A 12 \ 0 0.25 -EXISTING FENCE 13 TO BE REM O VED n A ,4 A 4 PROJECT CHARACTERISTICS PARCEL AREA 0.16 ACRES APN 206-042-47 SOIL TYPE B DEPTH TO GROUNDWATER > 20 FEET SD 934 REDUCERS SD SD LANCAPIAGN 1 ,36,F,/1 'V 2''4'PVC04Z A 4.83FS '1 HI A 1 46°' A '11') ' ') T A \/ J 'V ,- PROJE T 1 1% 0A ,-'..' I 48.37 IE ' I\ - A 50.1' F7( BOUNDARY \50.0D FS ti i_ LANDSCAPING 0.05 49.19 FSA1 () 49.36 FC 48.41 IE Jj C=O.60 GAAGE / / / k A 41 'V \. ,- 48.62 IE 1 / 8' PUBLIC UTILITY SUMMARY OF DEVELOPED CONDITIONS PEAK FLOW 100-YEAR PEAK FLOW DISCHARGE LOCATION DRAINAGE AREA (AC) TIME OF (CFS) CONCENTRATION (MIN) NORTHWEST CORNER 0.16 0.49 8.87 (1) LI 4 LiSLMLNJ PER BUILDING 206-042-26 j MAP NO. 4751 ,'-2-STEPS . II T} H LOT 12 50 QQ s I WEIGHTED RUNOFF COEFFICIENT CALCULATIONS: 49.34 FS [.5j?' EXISTING BUILDING . 11 49..63 TG -OUTDOOR SHOWER r _- - 48. 71 IE MAP NO. 4/51 1 (CONNECT TO SEWER) - r MAIN BUILDING.," 6.25 Proposed Hydrology Up Node Down Node Total Area (ac) C1 A1 (ac) C2 A2 (ac) C3 A3 (ac) Ccarnp 10 11 0.04 0.25 0.003 0.40 0.006 0.87 0.030 0.75 12 12 0.02 0.25 0.013 0.40 0.000 0.87 0.008 0.48 14 14 0.05 0.25 0.014 0.40 0.007 0.87 0.026 0.62 15 1E 0.03 0.25 0.002 0.40 0.013 1 0.87 1 0.010 0.58 16 16 1 0.02 0.25 0.004 0.40 1 0.000 1 0.87 1 0.018 0.75 I / ,1 50.00 PAD / C0.75! '6 / I /.: ', Note: (1) C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistentwith on-site existing soil Cl) -...- L:LJ rii L= rf 7 r' ' / S / C I types. See References. EXISTING FENCE TO '' I / / / / / ' , ----_ ,.J (2) A1 equals total pervious surfaces, e.g. landscape. BE REMOVED I ' ............ ' ] (3) A2 equals total semi-pervious surfaces, e.g. decomposed granite. JIV ------ L A (4) A3 equals total impervious surfaces e.g. roof, concrete driveway concrete sidewalks 0.02 C=0.75 BUILDINu 49.53F5 / / . sj s S s -s 49.62 FS /5o.8 FS 4 - / ! r I _____ ________________ • • ____ ___ 48.63 1E AND REPLA CE A -I I' PVC SEWER LA TERAL ER EASEMENT PER CONCRETE EXIS INC 49.47 TG A A I HC TH EWER CLEANOUT PER DOI OlD- 073360 48.65 IE ' 5O.3 TG / \5O.33 TC '5O.37ATG SHED - RECORDED 2/P//6 SEW[ f16 / 48,q7 IE // 48,71 IlL II 8. IE o A L PER LOT 13 Ln PROJECT J / i ACCESSORY BLDG C___ FUTURE SPA \' BOUNDARY / / 50.51 0 FF/ / 50 G 4 I If 11 ri 0.37 TC 58 /j 5l ' I L8. 83 IE I Dc [2-C 50.37 TG 49,95 F9 'V 0. 37 TG I I 4 9 82 FE / ____________ _____________ _____________ _____________ ___________ • . !-J . C * '%S S C CSCCI sVI' 'S **d 4s , 4j*' 4l •,.t -- . 45% 15 0.04 FJS MANO1 \. 8' PUBLIC UTILITY L 0 T 16 L 0 T 15 EASEMENT PER C MAP NO. 4751 EXISTING BUILDING EXISTING BUILDING DEVELOPED CONDITION bhxinc. BUILDING '• 10' 5' 0' 10' 20' 30' and pannngj0 civil engj)neer)n, survyng IT[YDROLOGYPVIA.P 5115 AVENIDA SCALE i"-icY SUITE 1" ENCINAS 3913 SHERIDAN PLACE S - CARLSBAD, CA. 92008-4387 (760) 931-8700 CITY OF CARLSBAD K:\Civil 3D\0810\DWG\HYDRO\1037-0810- PROP HYDRO dwg 8/23/2017 3:13:32 PM S.---- - ____ - -5 5-.,. -C----- - -5-- ------------- ---5--- - - EXISTING COPt DITION OLOGY MAP 3913 SHERIDANPLACE , CITY OF CARLSBAD EXISTING 8" PVC WA TERLINE PER >E .k .Tf WA TER LATERAL LEGEND __- PER DG. 403-8 MAP NO. 14626 SURFACE NODE 1 JJ' 3+38.30 -- --i- SURFACE FLOW, 100 YEAR 0.1 -- / CL CTR CUL-DE-SAC LOT 5 BASIN AREA RUNOFF COEFFICIENT C=0.25 - - BASIN BOUNDARYAC - EXISTING 2" FORCE I / BASIN SUB—BOUNDARY m - MAIN LATERAL PER DWG 403-8 / PROJECT BOUNDARY FLOWLINE SHERIDANFLAGE AC ING 6" / CURB - - - CURB & GU TIER - - - / - EXISTING BUILDING INLET I EXIS11NG CONC. .. - L-A CD - SIDEWALK _ ______________ 01 EXIST FH PROJECT CHARACTERISTICS PARCELAREA 0.16 ACRES APN 206042-47 SOIL TYPE B DEPTH TO GROUNDWATER > 20 FEET j 1 7 WI&JUUfl FENCE c5 ACCESS SUMMARY OF EXISTING CONDITION PEAK FLOW DISCHARGE LOCATION DRAINAGE AREA (AC) 100-YEAR PEAK FLOW TIME OF (CFS) CONCENTRATION (MIN) NORTHWEST CORNER 0.16 0.21 9.26 BUILDING C=025 I Existing Hydrology Up Node I Down Node ITotal Area (ac) C1 I A1 (ac) I C2 I A2 (ac) I C3 I A3 (ac) I Ccomp 1 1 3 1 0.16 1 0.25 1 0.16 1 0.4 1 0.00 1 0.87 1 0.00 1 0.25 Note (1) C values taken from Table 3-1 of San Diego County Hydrology Manual consistent with on-site existingsoil L 0 T 12 types See References A1 equals total pervious surfaces A2 equals total semi pervious surfaces tNG BUILDING (4) A3 equals total Impervious surfaces MAP NO 71 / 1 BUILDING 2 / / It 0.10 . • . '; N / FEXISING] SH ED L 0 T 13 PROJECT — BOUNDARY k \C=025 GATE LOT 15 EXISTING BUILDING EXISTING BUILDING (7E bk&i EXISTING CONDITION BUILDING 10' 5' 0' 10 20' 30' 5115 AVENIDA ENCINAS SUIT 3913 SHERIDAN PLACE E "L" SCALE 1" = 10' CARLSBAD, CA 92008-4387 (760) 931-8700 CITY OF CARLSBAD K:\Civil 3D\0810\DWG\HYDRO\1037-0810 EX HYDRO dwg 8/30/2017 1:45:43 PM I I CHAPTER 3 1 HYDROLOGY CALCULATIONS 3.1 - Existing Condition Hydrology Calculations I I I DRAiNAE REPORT 3913 ShERidAN PEACE, CARlSbAd, CA bhA. Inc. 100-YEAR STORM 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) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc I 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ***** *** * * ** ** ** ** DESCRIPTION OF STUDY *** ** ** ***********k **** ** * I * Existing Condition Hydrology Analysis * * 100-Year Storm Frequency * * 3913 Sheridan Place * ************************************************************************** I FILE NAME: 0810E100.DAT TINE/DATE OF STUDY: 11:30 03/31/2017 ---------------------------------------------------------------------------- I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.610 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 50.49 DOWNSTREAM ELEVATION(FEET) = 50.17 ELEVATION DIFFERENCE(FEET) = 0.32 SUBAREA OVERLAND TIME OF FLOW(NIN.) = 8.202 DRAiNAcjE REPORT 3913 I_ShERMAN PLcE,CARIsbAd,CA I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.997 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.06 I FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH/HOUR) = 5.54 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 50.17 DOWNSTREAM(FEET) = 49.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE = 0.0142 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 10.000 MANNINGS FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.622 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .2500 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.) = 0.59 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 9.26 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.13 AREA-AVERAGE RUNOFF COEFFICIENT = 0.285 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 9.26 PEAK FLOW RATE (CFS) = 0.21 END OF RATIONAL METHOD ANALYSIS DRAiNAcjE REPORT I2 5, Inc. ri4 I I I I I i. I I CHAPTER 3 I HYDROLOGY CALCULATIONS I 3.2 - Developed Condition Hydrology Calculations I I I I I I I DRAiNAE REPORT 3913 ShEnIcIAri PlACE, CARlSbAd, CA bliA, Inc 100-YEAR STORM **************************************************************************** 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) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc I 5115 Avenida Encinas, Suite L Carlsbad CA 92008 *************** * DESCRIPTION OF STUDY ** * ** ** ** ****** **** I * Developed Condition Hydrology Analysis * * 100 Year Storm Frequency * * 3913 Sheridan Place * ************************************************************************** I FILE NAME: 0810P100.DAT TIME/DATE OF STUDY: 08:44 08/22/2017 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA ' USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.610 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* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING I WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 57.00 UPSTREAM ELEVATION(FEET) = 50.04 DOWNSTREAM ELEVATION(FEET) = 49.63 ELEVATION DIFFERENCE(FEET) = 0.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.308 DRAiNAcjE REPORT 3913 ShERidAN PkcE, CARIsb/d, CA ____ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.616 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.20 I FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 48.71 DOWNSTREAM(FEET) = 48.53 FLOW LENGTH(FEET) = 43.80 MANNINGS N = 0.009 ASSUME FULL-FLOWING PIPELINE I PIPE-FLOW VELOCITY(FEET/SEC.) = 2.27 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 I PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 100.80 FEET. I FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.370 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 ' AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(NIN.) = 5.63 0.06 0.25 I **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 41 ----------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEI'4ENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.53 DDWNSTREAN(FEET.) = 48.37 I FLOW LENGTH(FEET) = 37.33 MANNINGS N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.89 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) I GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.25 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 138.13 FEET. I ********************************************** ****************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1<<<<< ------------------ ' FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): DRAiNAcj[ REPORT 3913 SIIERicIArW PlACE, CARlsbAd, CA bli,', Inc. IYA I USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.50 UPSTREAM ELEVATION(FEET) = 50.04 DOWNSTREAM ELEVATION(FEET) = 49.47 I ELEVATION DIFFERENCE(FEET) = 0.57 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.426 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.328 SUBAREA RUNOFF(CFS) = 0.09 - TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.09 U FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.328 I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6480 I SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.17 TC(NIN.) = 7.43 **************************************************************************** I FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< l >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.63 DOWNSTREAM(FEET) = 48.37 FLOW LENGTH(FEET) = 65.13 MANNINGS N = 0.009 I ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.98 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.98 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 125.63 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.17 7.98 5.089 0.05 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 125.63 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.25 5.84 6.218 0.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 138.13 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) DRAiNAcjE REPORT 3913 E RAN PkCE, CA R Is bAd CA bhA mc- 1 0.38 5.84 6.218 2 0.38 7.98 5.089 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.38 Tc(MIN.) = 7.98 TOTAL AREA(ACRES) = 0.1 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.37 DOWNSTREAM(FEET) = 48.33 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.17 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 0.38 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 149.13 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.33 DOWNSTREAM(FEET) = 48.13 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.86 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 3.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 0.38 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 159.13 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.037 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6437 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.52 TC(MIN.) = 8.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 8.10 PEAK FLOW RATE (CFS) = 0.52 END OF RATIONAL METHOD ANALYSIS DRAiNAcIE REPORT 3913 ShERidAN PlACE, CARlsbAd, CA bliA, Inc. j 2-YEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ** ****** ** * DESCRIPTION OF STUDY ** kk *** ** **** ** ****** * Developed Condition Hydrology Analysis * * 2 Year Storm Frequency * * 3913 Sheridan Place * ************************************************************************** I FILE NAME: 0810P100.DAT TIME/DATE OF STUDY: 08:37 08/30/2017 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA ' USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.120 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 *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING I WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 57.00 UPSTREAM ELEVATION(FEET) = 50.04 DOWNSTREAM ELEVATION(FEET) = 49.63 ELEVATION DIFFERENCE(FEET) = 0.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.308 DRAiNAcIE REPORT 3913 id AN PIACE, CA R Is bA hA, Inc I 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 I SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.09 **************************************************************************** I FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.31 RAIN INTENSITY(INCH/HOUR) = 2.84 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.71 DOWNSTREAM(FEET) = 48.53 FLOW LENGTH(FEET) = 43.80 MANNING'S N = 0.009 DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.97 GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.10 PIPE TRAVEL TIME(MIN) = 0.37 Tc(MIN.) = 5.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 100.80 FEET. **************************************************************************** ' FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.719 -USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.7470 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.12 TC(MIN.) = 5.68 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.53 DOWNSTREAM(FEET) = 48.37 FLOW LENGTH(FEET) = 37.33 MANNING'S N = 0.009 DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.24 GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.12 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 138.13 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< DRAiNAE REPORT 3913 E R idAN PIACE, CA R Is bAd, CA bhA, Inc- FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA I-\NALYSIS<<<<< I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.50 UPSTREAM ELEVATION(FEET) = 50.04 DOWNSTREAM ELEVATION(FEET) = 49.47 ELEVATION DIFFERENCE(FEET) = 0.57 I SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.426 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.286 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.04 ************* ** * ** *** ** * **************** ** * ** ** **** **************** ** ******* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.286 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6480 SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.07 TC(MIN.) = 7.43 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.43 RAIN INTENSITY(INCH/HOUR) = 2.29 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.63 DOWNSTREAM(FEET) = 48.37 FLOW LENGTH(FEET) = 65.13 MANNING'S N = 0.009 DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.97 GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.10 PIPE TRAVEL TIMF(MIN.) = 0.55 Tc(MIN.) = 7.98 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 125.63 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I DRAiNAqE REPORT 3913 ShERidAN PIc, CARlsbAd, CA bliA, Inc. 22 1 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ! NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.10 7.98 2.183 0.05 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 13.00 = 125.63 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 0.12 5.96 2.636 0.06 I i LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 138.13 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 0.20 5.96 2.636 2 0.20 7.98 2.183 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.20 Tc(MIN.) = 7.98 TOTAL AREA(ACRES) = 0.1 I FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 41 ----------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------ ELEVATION DATA: UPSTREAM(FEET) = 48.37 DOWNSTREAM(FEET) = 48.33 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.009 ' DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.98 GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.07 I LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 149.13 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = I ---------------------------------------------------------------------------- 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< ------------------ I >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.33 DOWNSTREAM(FEET) = 48.13 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 3.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.82 I GIVEN PIPE DIAMETER(INCH) = 3.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.12 I LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 159.13 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7473 DRAiNAE REPORT 5917 SIlERidAN PlACE, CARlsbAd, CA bhA, Inc. 23 I SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CE'S) = 0.07 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.26 1 TC(MIN.) = 8.12 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 8.12 I PEAK FLOW RATE(CFS) = 0.26 --------------- END OF RATIONAL METHOD ANALYSIS I DRAiNAqE REPORT 913 ShERidAN PlACE, CARlSbAd, CA bl-iA, Inc. 24 L. CHAPTER 4 HYDRAULIC ELEMENTS CALCULATIONS Pipe Depth and Velocity DRAiNAcjE REPORT 3913 SI1ERkIANPIACE,CARISbAcI,CA ____ bliA, !f 2-YEAR STORM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN 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: BRA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ** ** ** ** ** kkkk DESCRIPTION OF STUDY *** ** ***** ******* ** ** * Pipe Depth and Velocity * * 2 Year Storm Frequency * * 3913 Sheridan Place * ************************************************************************** NODE 11-12 ' TIME/DATE OF STUDY: 09:49 08/30/2017 Problem Descriptions: Node 11 - 12 I Pipe Depth and Velocity (1) 4" PVC Storm Drain Pipe >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- I PIPE DIAMETER(FEET) = 0.333 PIPE SLOPE(FEET/FEET) = 0.0040 PIPEFLOW(CFS) = 0.10 I MANNINGS FRICTION FACTOR = 0.009000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- I CRITICAL DEPTH(FEET) = 0.18 CRITICAL FLOW AREA(SQUARE FEET) = 0.047 CRITICAL FLOW TOP-WIDTH(FEET) = 0.332 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.41 I CRITICAL FLOW VELOCITY(FEET/SEC.) = 2.132 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.07 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.14 CRITICAL FLOW SPECIFIC ENERGY(FEET) = .0.25 I NORMAL-DEPTH FLOW INFORMATION: -------------------------- NORMAL DEPTH(FEET) = 0.18 I FLOW AREA(SQUARE FEET) = 0.05 FLOW TOP-WIDTH(FEET) = 0.332 FLOW PRESSURE + MOMENTUM(POUNDS) = 0.40 FLOW VELOCITY(FEET/SEC.) = 2.062 I . FLOW VELOCITY HEAD(FEET) = 0.066 HYDRAULIC DEPTH(FEET) = 0.15 FROUDE NUMBER = 0.950 SPECIFIC ENERGY(FEET) = 0.25 I DRAiNAcjE REPORT 3913 ShERidAN PkcE, CARLSbAd, CA 26 t. I NODE 12-13 TIME/DATE OF STUDY: 09:59 08/30/2017 --------------------------------------------------------------------- Problem Descriptions: Node 12-13 Pipe Depth and Velocity (1) 4" PVC Storm Drain Pipe >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 0.333 PIPE SLOPE(FEET/FEET) = 0.0040 PIPEFLOW(CFS) = 0.12 MPNNINGS FRICTION FACTOR = 0.009000 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 0.19 CRITICAL FLOW AREA(SQUARE FEET) = 0.053 CRITICAL FLOW TOP-WIDTH(FEET) = 0.328 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.53 CRITICAL FLOW VELOCITY(FEET/SEC.) = 2.275 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.08 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.16 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.27 NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 0.20 FLOW AREA(SQUARE FEET) = 0.06 FLOW TOP-WIDTH(FEET) = 0.325 FLOW PRESSURE + MOMENTUM(POUNDS) = 0.50 FLOW VELOCITY(FEET/SEC.) = 2.149 FLOW VELOCITY HEAD(FEET) = 0.072 HYDRAULIC DEPTH(FEET) = 0.17 FROUDE NUMBER = 0.913 I SPECIFIC ENERGY(FEET) = 0.28 I NODE 16 — 13 ---------------------------------------------------------------------------- I TIME/DATE OF STUDY: 10:01 08/30/2017 Problem Descriptions: Node 16 - 13 Pipe Depth and Velocity I (1) 4" PVC Storm Drain Pipe >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- I PIPE DIAMETER(FEET) = 0.333 PIPE SLOPE(FEET/FEET) = 0.0040 PIPEFLOW(CFS) = 0.10 I MANNINGS FRICTION FACTOR = 0.009000 CRITICAL-DEPTH FLOW INFORMATION: ------------------------------------------------------------------------ CRITICAL DEPTH(FEET) = 0.18 CRITICAL FLOW AREA(SQUARE FEET) = 0.047 DRAiNAqE REPORT 3913 ShERidAN PtACE, CARlSbAd, CA bliA, Inc. 27 i CRITICAL FLOW TOP-WIDTH(FEET) = 0.332 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.41 CRITICAL FLOW VELOCITY(FEET/SEC.) = 2.132 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.07 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.14 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.25 NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 0.18 FLOW AREA(SQUARE FEET) = 0.05 FLOW TOP-WIDTH(FEET) = 0.332 FLOW PRESSURE + MOMENTUM(POUNDS) = 0.40 FLOW VELOCITY(FEET/SEC.) = 2.062 FLOW VELOCITY HEAD(FEET) = 0.066 HYDRAULIC DEPTH(FEET) = 0.15 FROUDE NUMBER = 0.950 SPECIFIC ENERGY(FEET) = 0.25 NODE 13-14 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:03 08/30/2017 Problem Descriptions: Node 13-14 Pipe Depth and Velocity 4" PVC Storm Drain Pipe * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 0.333 PIPE SLOPE(FEET/FEET) = 0.0040 PIPEFLOW(CFS) = 0.20 MANNINGS FRICTION FACTOR = 0.009000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 0.25 CRITICAL FLOW AREA(SQUARE FEET) = 0.071 CRITICAL FLOW TOP-WIDTH(FEET) = 0.285 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1.10 CRITICAL FLOW VELOCITY(FEET/SEC.) = 2.826 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.12 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.25 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.38 ==>NORMAL PIPEFLOW IS PRESSURE FLOW NODE 14-15 TIME/DATE OF STUDY: 10:08 08/30/2017 Problem Descriptions: Node 14-15 Pipe Depth and Velocity 3" PVC Storm Drain Pipes DRAiNAqE REPORT >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 0.250 PIPE SLOPE(FEET/FEET) = 0.0200 PIPEFLOW(CFS) = 0.10 MANNINGS FRICTION FACTOR = 0.009000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 0.19 CRI.TICAL FLOW AREA(SQUARE FEET) = 0.040 CRITICAL FLOW TOP-WIDTH(FEET) = 0.212 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.48 CRITICAL FLOW VELOCITY(FEET/SEC.) = 2.478 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.10 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.19 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.29 NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 0.13 FLOW AREA(SQUARE FEET) = 0.03 FLOW TOP-WIDTH(FEET) = 0.250 FLOW PRESSURE + MOMENTUM(POUNDS) = 0.73 FLOW VELOCITY(FEET/SEC.) = 3.772 FLOW VELOCITY HEAD(FEET) = 0.221 HYDRAULIC DEPTH(FEET) = 0.11 FROUDE NUMBER = 2.039 SPECIFIC ENERGY(FEET) = 0.35 DRAiNAcjE REPORT CHAPTER 5 REFERENCES Methodology - Rational Method Peak Flow Determination I DRAINAcIE REPORT F_59DSkErnthN PIACI,CARLsbAd,CA bkA,Inc NOAA Atlas 14, Volume 6, Version 2 -. Location name: Carlsbad, California, USA Latitude: 33.1501°, Longitude: -117.3392° 4 Elevation: 50.91 ft** j *source ESRI Maps source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pence, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Varchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular I_PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) )uratior I II 2 5 10 25 50 i 100 2001 500 1000 0.131 0.166 -mm F,-0.1-3-1--]F-O.-16-6---]F--0.2-14--IF-0.25-6 0.214 0.256 0.316 0.365 0.418 0.476 -1F -0.5-60--T-05.6-3-0 -1 O.110-0.I57) (0.139-0.199) (0.180-0.258) (0.213-0.311)1(0.253-0.399) (0.286-0.471) (0.319-0.554) (0.353-0.649)ko.397-0.798) (0.430-0.932) F-61-88--T-o--238 0.307 0.367 I 0.453 0.524 0.600 0.683 0.803 0.903 10 -mm 1(0.158-0.226)1(0.200-0.286)1(0.257-0.370)1(0.305-0.446 1(0.363-0.571) (0.410-0.675) (0.458-0.794) (0.506-0.931) (0.569-1.14) (0.617-1.34) 0.227 0.288 II 0.372 0.444 I 0.548 0.634 0.725 0.825F -0--9-7-1 -T--1.09 -mm 1(0.191-0.273)1(0.242-0.346)1(0.311-0.448)1(0.369-0.540 l)1(0.439-0.691) (0.496-0.817) (0.554-0.960)1 (0.611-1.13) 10.688-1.38) (0.746-1.62) 0.322 --0.4-08-IF-O.-526---]F-0.629 I 0.776 0.897 -1.0-3--T-7117 1.38 1.55 30 -mm (0.271-0.387)]1(0.342-0.490)11(0.441-0.634)1(0.522-0.764 1(0.622-0.979) (0.703-1.16) (0.784-1.36) (0.866-1.60) (0.974-1.96) 1 (1.06-2.29) 0.435 0.550 0.710 0.848 1.05 1.21 1.39 1.58 1.86 2.09 60 -mm 1(0.366-0.522)1(0.462-0.661)1(0.595-0.856)1(0.705-1.03) (0.840-1.32) (0.949-1.56) 1 (1.06-1.84) 11 (1.17-2.15) 1 (1.32-2.65) (1.43-3.09) 0.588 0.733 0.934 1.11 1.35 1.56 1.77 2.01 2.35 2.63 - r 2 h (0.495-0.705)11(0.616-0.881)11(0.783-1.13) (0.918-1.35) 1 (1.22-2.01) 1 (1.35-2.34) 11 (1.49-2.74) 1 (1.66-3.35) 1 (1.80-3.89) 0.691 0.860 1.09 1.29 1.57 1.80 2.05 2.31 2.69 3.00 - r 3 h 1(0.582-0.830)11(0.723-1.03)11(0.915-1.32) 1 (1.07-1.57) 1 (1.26-1.98) 1 (1.41-2.32) 1 (1.56-2.71) (1.71-3.15) (1.91-3.83) (2.05-4.44) F-0--8-94 1.12 1.42 1.67 2.03 2.31 2.61 2.93 3.38 3.74 - r 6 h (0.752-1.07) (0.938-1.34) (1.19-1.71) (1.39-2.03) (1.63-2.56) (1.81-2.98) (1.99-3.46) (2.17-3.99) (2.39-4.81) (2.55-5.53) 1.13 1.43 1.84 2.17 -2.63 2.99 3.36 3.74 4.26 4.67 - 12 h 1 (0. 49-1.35) (1.21-1.72) 11 (1.54-2.22) 1 (1.81-2.64) 11 (2.11-3.32) (2.34-3.85) (2.56-4.44) 11 (2.77-5.10) (3.02-6.07) (3.19-6.91) 1.38 1.79 2.32 2.75 3.34 3.79 4.24 4.71 5.34 5.83 - 24 h (1.21-1.59) 11 (1.58-2.07) (2.04-2.70) (2.40-3.22) 1 (2.82-4.03) (3.14-4.66) (3.43-5.34) (3.71-6.09) (4.05-7.18) (4.28-8.10) 1.68 2.20 2.87 3.42 4.16 4.72 5.30 5.88 6.68 7.30 2 d - ay (1.48-1.95) 11 (1.94-2.55) (2.52-3.34) (2.98-4.00) 1 (3.51-5.02) 1 (3.91-5.82) (4.29-6.67) (4.64-7.61) (5.07-8.99) (5.36-10.1) 1.88 2.47 3.24 3.86 4.71 5.36 6.03 6.71 7.64 8.36 3 d - ay (1.66-2.18) 11 (2.17-2.86) (2.84-3.76) 1 (3.37-4.52) 1 (3.98-5.69) 1 (4.45-6.61) 1 (4.88-7.60) 11 (5.29-8.69) 1 (5.80-10.3) 1 (6.14-11.6) 2.04 2.69 3.54F--4.-23-7 5.17 5.90 6.65 7.41 8.46 9.27 - ay 4 d (1.80-2.37) 1 (2.37-3.11) (3.11-4.11) (3.69-4.95) (4.37-6.25) (4.89-7.27) 1 (5.38-8.37) 11 (5.85-9.59) 1 (6.41-11.4) (6.80-12.9) 2.37 3.14 4.16 5.00 6.15 7.05 7.96 8.92 10.2 11.2 7 d - ay (2.09-2.74) 1 (2.77-3.64) 1 (3.66-4.83) 1 (4.36-5.85) 1 (5.20-7.43) 1 (5.84-8.68) 1 (6.45-10.0) 11 (7.03-11.5) (7.75-13.8) (8.25-15.6) 2.63 3.50 4.66 5.62 --6.-95---]F--7 99 9.06 10.2 11.7 12.9 10 d - ay (2.32-3.04) 1 (3.08-4.05) 1 (4.10-5.41) 1 (4.90-6.58) 1 (5.88-8.39) 1 (6.62-9.84) 1 (7.33-11.4) 11 (8.02-13.2) (8.88-15.8) (9.48-18.0) 3.19 4.30 5.79 7.04 I 8.80 10.2 11.6 13.2 15.3 17.0 20 d - ay (2.82-3.69) 1 (3.79-4.98) 1 (5.09-6.72) 1 (6.14-8.24)j (7.43-10.6) (8.44-12.5) (9.42-14.7) (10.4-17.0) (11.6-20.6) (12.5-23.6) 3.77 5.10 6.91 8.44 10.6 1 12.3 14.2 16.1 18.8 21.0 30 d - ay (3.33-4.37) 1 (4.49-5.91) 1 (6.07-8.03) 1 (7.36-9.88) (8.97-12.8) (10.2-15.2) (11.5-17.8) (12.7-20.8) (14.3-25.3) (15.4-29.2) 4.466.02 8.18 10.0 12.7 ---IF-25.8 -14-.8-7F-17.1 19.5F--23-.-O --]F-- 45 da - y (3.93-5.16) 1 (5.30-6.97) 1 (7.19-9.50) 1 (8.74-11.7) 1 (10.7-15.3) 1 (12.3-18.2) 1 (13.8-21.5) 1 (15.4-25.2) 1 (17.4-30.9) 1 (18.9-35.8) 5.15 6.92 9.40 11.5 14.6 17.1 19.8 22.7 -26.-9 -]F--30-.4 - ay 60 d (4.54-5.96) (6.10-8.02) (8.26-10.9) (10.1-13.5) (12.4-17.6) (14.2-21.1) (16.1-25.0) (17.9-29.4) (20.4-36.3) 1 (22.3-42.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top I I I PF graphical PDS-based depth-duration-frequency (DOf) curves Latitude: 331501, Longitude: -1173392 Average recurrence interval (years) —2 —5 - 10 25 - 50 - 100 zoo 500 - 1000 30 25 20 C 0 15 10 It% N Duration I r - 1 2 5 10 25 50 100 200 500 :1000 Average recurrence interval (years) 35 30 .E 25 -C aJ 0. 20 0 ,15 0 10 5 0 Duration - S.mn - 2-day * to-min - 3-day, 15-mid - 4-day 30-min - 7-day - 60-mn - 10-day - 2-hr - 26-day - 3-4'r - 30-day - 6-hr - 45-day 12-hr - 60-day 4-hr NOAA Atlas 14, Volume 6, Version 2 Created (GMT): Thu Mar 30 21:58:38 2017 Back to Top Maps & aerials 3llm . • ------,:a'mi nta Oxnard rb.in, a' Small scale terrain l:. / nir Jr · MQllN1AI ~~ ~ '" ,':!,' Ens.enada {l ----------·····-···-------- Back to Top ·----------·-·---- US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa gov Disclaimer San Diego County Hydrology Manual Date: June2003 Section; Page: 3 6of26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 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 0.87 *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 3-6 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 5 of 26 C = 0.90 x (% Impervious) + C, x (1 - % 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 are expected to be permanent, the appropriate value should be selected based upon the soil and cover and approved by the local agency. 3-5 33" 'JCTN 33° S'9'J'N I I I I I m ;:: f:l !<I t 468311 468311 ;:: f:l !<I N t A Hydrologic Soil Group-San Diego County Area, California (1393 Sheridan Place) 438318 466325 468n2 468:m 4138346 4ffi353 468318 466325 468n2 468:m 4138346 4ffi353 Map Scale: 1 :297 f pmlEd on A landscape (11" X 8.5") sheet. --------========---------------=============::::,Mela's 0 4 8 16 ~ -----=====-----------==========feet o m ~ ~ ro Map~: ~ MertalDr Comer roordnates: WGS84 Edge tics: LfTM Zone 11N WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey "" Conservation Service 468:m ,m:f51 468:m ,m:f51 458374 ;:: 1-:l !<I t 458374 ;:: 1-:l !<I t I I I I I m 3/31/2017 Page 1 of 4 33° 'JCTN 33° S'9'J'N MAP LEGEND Area of Interest (AOl) Area of Interest (AOl) Soils Soil Rating Polygons AID JB BID EIIC CID Not rated or not available Soil Rating Lines A — AID B BID .- C — C/D — D Not rated or not available Soil Rating Points 0 A o AID OB • BID DC M CID M Not rated or not available Water Features Streams and Canals Transportation f_+4 Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography - - - - - - - - - - - - - - - - - - - Hydrologic Soil Group—San Diego County Area, California (1393 Sheridan Place) MAP INFORMATION The soil surveys that comprise your AOl were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 10, Sep 12, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014—Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 3/31/2017 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—San Diego County Area, California 1393 Sheridan Place 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 MIC Marina loamy coarse B 0.2 100.0% sand, 2 to 9 percent slopes Totals for Area of Interest 0.2 100.0% 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 by 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 (ND, 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 (ND, B/D, 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 D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey 3/31/2017 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—San Diego County Area, California 1393 Sheridan Place Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 3/31/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 - - - - - - - - - - - - - - - - - - - 25O%i!e 100 30 .75 000~ .5 000000 10 LL 0 ixt$0,0010100V 20 ui -o Z. • _ _ _ F10 .9 CIC LU 4 opar EXAMPLE: Given: Watercourse 'Distance (D) 70 Feet Slope (s) = 1.3% 1.8 (1.1-C) '15 1 Runoff Coefficient (C) = 0.41 • Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation AdministratIon, 1965 Rational Formula - Overland Time of Flow Nomograph EQUATION AE /11_9L\0.385 Feet Ic = 5000 Ic = Time of concentration (hou,$) L Watercourse Distance (miles) 4000 AE Change in elevation along t- effective slope line (See Figure 3-5) (feet) --30I)0 Tc Hoursl Minutes 2000 ' _240 180 —1000 2 128 800 TDO 100 90 - 80 __500\\ 70 —400 1 60 .nn 50 —200 40 L Miles Feet 30 —100 4000 20 18 3000 16 05 50 14 40 2000 12 1800 1600 10 30 1400 \ a 1200 8 20 1000 1' 900 800 6 700 600 10 500 4 400 3 300 -5 200 AE L Ic RCE: Caifomia DMsion of Highways (1941)and Kirpch (1940) FIGURE Nomograph for Determination of Time of Concentration (fc) or Travel Time (It) for Natural Watersheds 3.4 -- - -- - .1 Ii VA•UR VA WA FA ___ F~MWANNNWA_______ VW4 VA•_ 4 iiI!. V__WON - I A ___ ____ WWAMN V AVAUUWA MVAE __ - W UlIW I1r MMUSSION - WEMEMO 4=ME NOW.-AWAIMMINE aIJAI.N-AM • g. FIGURE Gutter and Roadway Discharge - Velocity Chart 36 0.3 .0.3 0.15 0.10 0.09 0.08 0.07 0.06 0.05 .0.04 0.03 0.02 it 9) U) 0 0.01 0 ? 0.009 . 0.008 0.007 10.005 o 0.006 -J U) >- 0.0O4 I 0.002 0.4 0,5 .0.6 :i8. .0.9 .1.0 2 4 5 50 40 30 0.01 20 0.02 0.03 a, 0.04 0 U) Ci) w 0.05 z I 0.06 0 0.07 0.08 0.09 10.10 2 EQUATION: V = 14 R21 S1 2 n 0.001 0.0009 0.0008 0.0007 0.0006 flI'ISI•1 0.0004 0.0003 6 7 8 9 10 20 1.0 0.9 0.8 0.7 0.2 0.3 0.4 GENERAL SOLUTION SOURCE: USDOT, FHWA, HDS-3 (1961) FIGURE Manning's Equation Nomograph 3. Divide the drainage area into subareas k locating significant points of interest. These divisions should he based on topograph. soil type, and land use. Ensure that an appropriate first subarea is delineated. ]For n:iiwal areas, the first subarea 1ow path length should be less than or equal to 4,000 feet plus the Overland how length (Fable 3-2). For dce!oped areas, the inia1 subarea flow path length should he consistent with Table .-2. The'topography and slope within the initial -subarea should he generally. uniform. 4 Working from upstream to downstream, assign a number representing each subarea in the, drainage system' 'to: each point of interest .:Figui'e 3-8 provides guideiines:for node: numbers for geographic information system (GIS)-based studies 5 Measure each subarea in the dramage 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 sóii:ty.pe for: each, subarea. 3..( I I I I I I I I 1 I - -- - - - - - - - - - - - - - - - - Study Area SC ./ Study Area LA Define Study Areas Define Major Flowpaths @ Define Regions on (Two-Letter ID) in Study Area Study Area Basis 01 Node # Region # Subarea ID LA 01 01 03 03 02 T Number Nodes (.) Define Maps () Define Model (1) Define Model Nodes (or Subregions Subareas on (Intersection of on Region Basis) Map Basis Subarea Boundaries with Flowpath Lines) GIS/Hydrologic Model F I C U R E Data Base Linkage Setup: [ 3-8 Nodes, Subareas, Links San Diego County Hydrology Manual Date: June 2003 Section: 3 Page: 22of26 Determine the runoff coefficient (C) for each subarea based on Table 3-I. If the subarea contains more than one type of development classification, use a proportionate average for C. In 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. Calculate the CA value for the subarea. Calculate the E(CA) value(s) for the subareas upstream of the point(s) of interest. Determine 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 P24. See Section 3.3 for a description of the RM calculation process. 3.3 PERFORMING RATIONAL METHOD CALCULATIONS This Section describes the RM calculation process. Using the input data, calculation of peak flows and Ta's should be performed as follows: Determine Tifor 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 Ti to obtain the T. Refer to paragraph 3.1.4.2 (a). Determine I for the subarea using Figure 3-1. If T, was less than 5 minutes, use the 5 minute time to determine intensity for calculating the flow. Calculate the peak discharge flow rate for the subarea, where Q, (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. 3-22 I I I San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 23 of 26 Estimate the Tt to the next point of interest. Add the It to the previous I to obtain a new T. Continue with step 2, above, until the final point of interest is reached. 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 Iv1R1vI. 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 1 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 MIRM for calculations for up to an approximately 1-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, T, and I for each of the independent drainage systems at the point of the junction are calculated by the RM. The independent drainage systems are then combined using the MRM procedure described below. The peak Q, T, 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 3-23 I 1 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 24 of 26 values will be used for the MRM calculations. After the independent drainage systems have been combined, RM calculations are continued to the next point of interest. i3.4.2 Procedure for Combining Independent Drainage Systems at Junction I Calculate the peak Q, T, and I for each of the independent drainage systems at the point of the junction. These values will be used for the MRM calculations. I At the junction of two or more independent drainage systems, the respective peak flows are I that combined to obtain the maximum flow out of the junction at T. Based on the approximation total runoff increases directly in proportion to time, a general equation may be written to determine the maximum Q and its corresponding T using the peak Q, T, and I for each of I the independent drainage systems at the point immediately before the junction. The general equation requires that contributing Q's be numbered in order of increasing T. Let T1, 11 Q, and correspond to the tributary area with the shortest T. Likewise, let Q2, T2, and 12 correspond to the tributary area with the next longer I; Q, T3, and 13 correspond to the tributary area with the next longer T; and so on. When only two independent drainage systems are combined, leave Q, T3, and 13 out of the equation. Combine the independent I drainage systems using the junction equation below: Junction Equation: T1 <T2 <T3 I QT1QI+j 2 T3 +Q2±Q3 I QQ'2Ql2Q 11 T3 I Q3=Q3+Q1•+ 13 Q2 11 12 n 3-24 I San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 25 of 26 Calculate Q-ri, Qr2, and QT3. Select the largest Q and use the T associated with that Q for further calculations (see the three Notes for options). If the largest calculated Q's are equal (e.g., Qri = QT2 > QT3), use the shorter of the Ta'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., Qi), the Q from the subarea with the shorter Tc is reduced by the ratio of the I's (12/I1); and when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a longer T (e.g., Q), the Q from the subarea with the longer T is reduced by the ratio of the T,-'s (T2/13). Note #1: At a junction of two independent drainage systems that have the same T, the tributary flows may be added to obtain the Q,. QPQI+Q2; when T1=T2; and T'TiT2 This can be verified by using the junction equation above. Let Q, 'F3, and 13 = 0. When T1 and T2 are the same, 11 and 12 are also the same, and T1/T2 and 12/11 = 1. TI/T2 and 12/I1 are cancelled from the equations. At this point, Qii = QT2 = Qi + Q2. Note #2: In the upstream part of a watershed, a conservative computation is acceptable. When the times of concentration (Ta's) are relatively close in magnitude (within 10%), use the shorter Tc for the intensity and the equation Q = Z(CA)l. Note #3:. An optional method of determining the T is to use the equation T = [(Y- (CA)7.44 P6)/Q] 1.55 This equation is from Q = (CA)I = (CA)(7.44 P'T 64 ) and solving for T. 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. 3-25