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Home My WebLink AboutMS 08-03; NOLAN DEVELOPMENT; HYDROLOGY AND HYDRAULIC REPORT; 2008-05-02HYDROLOGY AND HYDRAULICS REPORT NOLAN DEVELOPMENT CITY OF CARLSBAD MS-08-03 Prepared for: Frank and Joann Nolan Trust 7331 Las Brisas Court Carlsbad, CA 92009 Prepared by: bl-iA. Inc. land planning, civil engineering, surveying 5115 Avenida Enemas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 February 1, 2008 Revised May 02,2008 W.O. 739-0993-400 I I 1 I I I I I I I I I I I I I I I I TABLE OF CONTENTS I. Discussion: Purpose and Scope Project Description Study Method Conditions of Concern Conclusion II. Calculations Existing 100-Year, 10-Year, and 2-Year Storm Hydrology Developed 100-Year, 10-Year, and 2-Year Storm Hydrology III. Exhibits Existing Hydrology Map Developed Hydrology Map IV. References I E] I I I I I I. DISCUSSION I I I I I F~ I I I I I I I I PURPOSE AND SCOPE: The purpose of this report is to outline the results of hydrology and hydraulic computer analysis for a Tentative Parcel Map, MS-08-03,City of Carlsbad. For the purposes of this report, the subject property will be known as "Nolan Development." The scope is to study the existing and proposed hydrology and hydraulics as it influences the Tentative Parcel Map and adjacent property during a 100-year storm event. 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. 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 were determined as: User Specified Storm Event (Year) = 100 P6(100) - Hour Duration Precipitation (Inches) = 2.7, P6(10) = 1.8, P6(2) = 1.2 Soil Classification of "D" will be assumed for the drainage basins for the hydrology calculation. Existing Runoff Coefficient = 0.41 I El I I I El I I I I I I I I I I I I U Developed Runoff Coefficient = Residential (2.0 du/Ac) = 0.46 I Hydrology and hydraulic calculations for a 100-year storm event, 10-year storm event, and 2- year storm event are provided in this report. The exhibits show the existing and proposed on-site drainage system, subarea, acreage, and nodal points. The above referenced project is designed for a 100-year storm frequency. I CONDITIONS OF CONCERN: I The proposed development of the Tentative Parcel Map will not impact the downstream water bodies or their habitat integrity. There will be no change in the vicinities priority hydrologic regime that would be considered a condition of concern for the downstream water bodies and I habitat integrity. The summary of existing and developed runoff is in Table 1-1 below. Table 1-1 Summary of Existing and Developed Runoff (100-year, 10-year, & 2-Year Storm Freauencies 100 Year Frequency Storm Event Basin - Node (Ex./Dev.) Existing (cfs/ac/Tc) Developed (cfs/ac,'Tc) Basin 1 (30/60) 1.02/0.40/6.7 0.80/0.40/9.1 Basin 2 - (60/140) 0.71/030/7.2 0.78/0.30/6.9 Total 1.73 cfs/ 0.70 ac 1.58 cfs / 0.70 ac 10 Year Frequency Storm Event Basin 1 - (30/60) 0.67/0.40/6.8 0.53/0.40/9.2 Basin 2 - (60/ 140) 0.47/0.30/7.3 0.50/0.30/7.0 Total 1.14 cfs/ 0.70 ac 1.03 cfs I 0.70 ac 2 Year Frequency Storm Event Basin 1 - (30/60) 0.44/0.40/7.0 0.35/0.40/9.2 Basin 2 - (60/ 140) 0.31/0.30/7.4 0.34/0.30/6.8 Total 0.75 cfs/ 0.70 ac 0.69 cfs / 0.70 ac I I I Li I I I I I I I CONCLUSION: The development of this project will decrease the runoff of Basin 1, due to increasing the time of concentration on the pads, and will increase the runoff of Basin 2 by an insignificant amount of 0.07 cfs. The runoff generated on total site acreage will be decreased in result of development. The proposed development will not impact the downstream conditions of the existing storm drain, catch basins, and Street curb and gutter. I 1 I I I I I I I I I 1 I I I I I I I I 1 I I I I H. CALCULATIONS I fl L I I I El] I I I I I I I I 1 I I I I II. CALCULATIONS A. EXISTING 100-YEAR, 10-YEAR, 2-YEAR I STORM HYDROLOGY I I I I I I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 100 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- MS- 08-03 * * 739-0993-401 * ********************************************************************* ***** FILE NAME: 993EX.DAT TIME/DATE OF STUDY: 14:37 05/02/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* +--------------------------------------------------------------------------+ IBASINI I +--------------------------------------------------------------------------+ ******** ********** ****** **************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 1 ---------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(NIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.946 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.17 ********************************************************************** ****** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 CHANNEL BASE(FEET) = 1.00 "Z' FACTOR = 5.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.909 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.00 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 6.67 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.62 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 347.00 FEET. +--------------------------------------------------------------------------+ BASIN II I + --------------------------------------------------------------------------+ ******** ******************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 I I 1 I I U I I I I I I I I I I I I I I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 I ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.598 I SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14 ********************************************************************** ****** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 I CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 10.000 MPNNINGS FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.939 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS 'D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.23 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.61 I SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.19 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.31 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. I FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 -------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED) <<<z< UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 I STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 I Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 I I HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.633 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.71 END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.18 PEAK FLOW RATE (CFS) = 0.71 END OF RATIONAL METHOD ANALYSIS I I I 1 I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 10 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- MS- 08-03 * * 739-0993-401 * ******* ************************************************************** ***** FILE MANE: 993EX.DAT TIME/DATE OF STUDY: 09:43 05/05/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: 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 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* ---------------------------------------- -----------------------------------+ IBASINI I +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 I I I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS D' S.C.S. CURVE NUMBER (AMC II) = 82 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 I ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY.(INCH/HOUR) = 4.631 I SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 ********************************************************************** * ***** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< l >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 I CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.905 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 6.76 l SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.67 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 1000 TO NODE 30.00 = 347.00 FEET. I -.-.----- + I BASIN II I I I + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS 'D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.398 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.13 *********************************************************************** ***** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 CHANNEL BASE(FEET) = 1.00 °Z' FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.915 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.17 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 6.73 I SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAR FLOW RATE(CFS) = 0.20 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET!SEC.) = 2.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. I FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 ------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 I STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAX(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 I Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 I I I I I HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.30 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.716 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 I SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.47 END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC (MIN.) = 7.30 I PEAK FLOW RATE (CFS) = 0.47 END OF RATIONAL METHOD ANALYSIS I I I I I I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 2 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- MS- 08-03 * * 739-0993-401 * ********************************************************************* ***** FILE NAME: 993EX.DAT TIME/DATE OF STUDY: 10:24 05/05/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* +--------------------------------------------------------------------------+ IBASINI + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 I I I L I P1 Li I I I I Li I I I I I I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" I S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81,00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 I ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! I 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.087 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.10 I FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 380.80 I CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.546 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 6.99 I SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.35 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.44 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 347.00 FEET. I +--------------------------------------------------------------------------+ BASIN II I I--------------------------------------------------------------------------1. I FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D' I S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.932 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.11 I FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ------------------------------------------------------------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.581 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 82 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.76 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 6.85 I SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.13 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< I UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 I Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 I I I I I HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.42 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.452 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 I SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.31 END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.42 PEAK FLOW RATE(CFS) = 0.31 I = END OF RATIONAL METHOD ANALYSIS LI I I I I I I I I I 1 I I I I I I II. CALCULATIONS B. DEVELOPED 100-YEAR, 10-YEAR, AND 2-YEAR STORM HYDROLOGY I Li I I I I I I rl 1 I 11 I **************************************************************************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL I (c)- Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 I ************************** DESCRIPTION OF STUDY * 100 YEAR PROPOSED HYDROLOGY * * NOLEN PROPERTY - MS- 08-03 * * 739-093-401 * I FILE NAME: 993PR.DAT I TIME/DATE OF STUDY: 15:08 06/17/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- I 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD I 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 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 + --------------+ IBASINI I I ++ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 I .1 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Pc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.07 ********************************************************************** * ***** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *********************************************************************** ***** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.030 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = ii >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** ** MAIN STREAM CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA I NUMBER 1 (CFS) (MIN.) 0.28 8.56 (INCH/HOUR) 5.030 (ACRE) 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. ** MEMORY BANK 4 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 0.07 3.97 7.114 0.02 I i LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. I I I I I I I I I I [H I I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.19 3.97 7.114 2 0.32 8.56 5.030 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.32 Tc(MIN.) = 8.56 TOTAL AREA(ACRES) = 0.1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 'Z FACTOR = 1.500 MANNING 'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.915 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.56 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.87 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 4.87 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D' S.C.S. CURVE NUMBER (AMC II) = 84 3 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(NIN.) = 8.146 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.193 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.14 I FLOW PROCESS FROM NODE ******************************************** * *** ** 50.00 TO NODE 50.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MENORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.14 8.15 5.193 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.45 8.87 4.915 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.56 8.15 5.193 1 2 0.59 8.87 4.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 0.59 Tc(MIN.) = 8.87 TOTAL AREA(ACRES) = 0.3 **************************************************************************** I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELENENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 "Z FACTOR = 1.500 I MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.829 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" I S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.54 I AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.11 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 I TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 8.74 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. I I ' ------------------------------------------------------------------I I + --------------------------------------------------------------------------+ ********************************************************************** * ***** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT ' SOIL CLASSIFICATION IS T S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.974 SUBAREA RUNOFF(CFS) = 0.20 I TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.20 *********************************************************************** ***** I FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELENENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 °Z' FACTOR = 1.500 I MANNING 'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC.) = 4.11 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME (MEN.) = 0.16 Tc (MIN.) = 5.32 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. *********************************************************************** ***** I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<z<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE (FEET) = 17 .50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.489 SUBAREA RUNOFF(CFS) = 0.13 I TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.13 *********************************************************************** ***** I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 0.13 5.77 6.489 0.05 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.20 5.32 6.836 0.07 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.32 5.32 6.836 2 0.32 5.77 6.489 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.32 Tc(MIN.) = 5.77 I TOTAL AREA(ACRES) = 0.1 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>(STANDARD CURB SECTION USED)<<<<< I UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION(FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 I STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.294 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.17 I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 ' FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 "Z' FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.783 I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2 .85 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 6.89 I SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.437 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 2.87 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *********************************************************************** ***** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA I½NALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 7.257 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.594 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 389.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET P ARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.422 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS 'D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.510 Ll SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.0 PEAK FLOW RATE(CFS) = 0.14 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. ********************** ************************************************ * ***** I FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) 1 0.14 7.62 (INCH/HOUR) (ACRE) 5.422 0.05 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. DATA ** ** MEMORY BANK # 1 CONFLUENCE STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.66 6.89 5.783 0.26 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 = 383.00 FEET. ** PEAK FLOW RATE TABLE ** INTENSITY STREAM RUNOFF Tc NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.78 6.89 5.783 2 0.75 7.62 5.422 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.78 Tc(MIN.) = 6.89 TOTAL AREA(ACRES) = 0.3 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC (MIN.) = 6.89 PEAK FLOW RATE(CFS) = 0.78 END OF RATIONAL METHOD ANALYSIS I 1 I I I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 10 YEAR PROPOSED HYDROLOGY * * NOLEN PROPERTY - MS- 08-03 * * 739-093-401 * ******************** ************** **************************************** FILE NAME: 993PR.DAT TIME/DATE OF STUDY: 16:07 06/17/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: 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 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* + --------------------------------------------------------------------------+ IBASINI + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 I I I I 1 I I I I I I I I 1 I I I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "fl" S.C.S. CURVE NUMBER (AMC II) = 84 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 I ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 I NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.04 I ******* *** *** ******** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *********************************************************************** ***** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 I ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.353 SUBAREA RUNOFF(CFS) = 0.19 I TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.19 ********************************* ************ ****** * *** ********************* I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE =11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 0.19 8.56 3.353 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.04 3.97 4.743 0.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. I I ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.13 3.97 4.743 I 2 0.22 8.56 3.353 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.22 Tc(MIN.) = 8.56 I TOTAL AREA(ACRES) = 0.1 *********************************************************************** ***** I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< I *********************************************************************** ***** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 Z' FACTOR = 1.500 MTNNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.22 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.34 I TC(MIN.) = 8.89 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.30 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 4.28 I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D I S.C.S. CURVE NUMBER (AMC II) = 84 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.146 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.462 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10 I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK ---------------------------------------------------------------------------- # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.10 8.15 3.462 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 1 0.30 8.89 3.271 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.37 8.15 3.462 I 2 0.39 8.89 3.271 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 0.39 Tc(MIN.) = 8.89 I TOTAL AREA(ACRES) = 0.3 ******* ********************************************************************* FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ******************************* ********************************************* FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 'Z' FACTOR = 1.500 MANNING 'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.208 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 I I I 1 I I I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.66 I AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 9.17 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.15 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 I TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 7.97 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. I BASIN -- + --------------------------------------------------------------------------+ *********************************************************************** ***** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.649 SUBAREA RUNOFF(CFS) = 0.13 I TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.13 ************** ******************************************************** * ***** U FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 I MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.68 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.34 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ************************************************************* *************** I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS'z<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.326 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.09 I **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 I >>>>>CONFLtJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 0.09 5.77 4.326 0.05 I l LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.13 5.34 4.547 0.07 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = ** ** 120.00 FEET. PEAK FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 0.22 5.34 4.547 2 0.22 5.77 4.326 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.22 Tc(MIN.) = 5.77 TOTAL AREA(ACRES) = 0.1 I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ****************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< I I UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION (FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAX(FEET) = 5.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 I STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.196 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.12 I TOTAL AREA(ACRES) = 0.2 PEAR FLOW RATE(CFS) = 0.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 I FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. I FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 "Z' FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.808 I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D S.C. S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.47 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 7.03 I SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.437 TOTAL AREA(ACRES) = 0.3 PEAR FLOW RATE(CFS) = 0.43 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.58 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.0015 CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D" I S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 I ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.257 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.729 I SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.07 **************************************************************************** I FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ** WARNING: Computed Flowrate is less than 0.1 cfs, I Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = ii >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I i LONGEST 0.07 FLOWPATH 7.26 FROM NODE 3.729 120.00 TO NODE 0.04 140.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.43 7.03 3.808 0.26 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 383.00 FEET. I ** ** PEAR FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 0.50 7.03 3.808 2 0.49 7.26 3.729 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 0.50 Tc(MIN.) = 7.03 TOTAL AREA(ACRES) = 0.3 *********************************************************************** ***** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK ---------------------------------------------------------------------------- # 1 <<<<< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.03 PEAK FLOW RATE (CFS) = 0.50 END OF RATIONAL METHOD ANALYSIS I I I I I I I I I I I I I I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 2 YEAR PROPOSED HYDROLOGY * * NOLEN PROPERTY - MS- 08-03 * * 739-093-401 * ************************************************************************** FILE NAME: 993PR.DAT TIME/DATE OF STUDY: 16:13 06/17/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURE 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 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* + --------------------------------------------------------------------------+ IBASINI I + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 I I I LI I I I I I I I I I I n H I I --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<z<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.03 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.12 FLOW PROCESS FROM NODE 30.00 TO MODE 30.00 IS CODE = ii I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I i 0.12 8.56 2.235 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE STREAM RUNOFF Tc DATA ** INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.03 3.97 3.162 0.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. I I I I I I I E I I I Li 11 H ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (NUN.) (INCH/HOUR) 1 0.09 3.97 3.162 I 2 0.14 8.56 2.235 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.14 Tc(MIN.) = 8.56 ' TOTAL AREA(ACRES) = 0.1 I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 'Z' FACTOR = 1.500 M.NNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 I 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.172 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 ' TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.65 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.39 I Tc(MIN.) = 8.95 SUBAREA AREA(ACRES) = 0.06 SUBAREA RtJNOFF(CFS) = 0.06 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.20 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 3.85 I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>-RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 I DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.146 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.308 I SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.06 I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 11 -------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.06 8.15 2.308 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.20 8.95 2.172 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.25 8.15 2.308 1 2 0.26 8.95 2.172 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 0.26 Tc (MIN.) = 8.95 TOTAL AREA(ACRES) = 0.3 ************************************************** ******************** ****** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 "Z FACTOR = 1.500 M1NNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.127 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 I I I I I I I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.06 I AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.24 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 1 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 7.23 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. i I--------------------------------------------------------------------------I BASIN II I + --------------------------------------------------------------------------+ ************** ********************************************************* ***** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 -------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.099 SUBAREA RUNOFF(CFS) = 0.11 I TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.11 *********************************************************************** ***** I FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 'Z' FACTOR = 1.500 I MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC.) = 3.49 FLOW DEPTH(FEET) = 0.15 I TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 5.35 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 >>>>>MAIN--STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I *********************************************************************** ***** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.884 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.04 *********************************************************************** ***** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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 0.04 5.77 2.884 0.03 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.11 5.35 3.028 0.09 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.15 5.35 3.028 2 0.14 5.77 2.884 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.15 Tc(MIN.) = 5.35 I TOTAL AREA(ACRES) = 0.1 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 1 >>>>>(STANDARD CURB SECTION USED)<<<<< I UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION(FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50. AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 I STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.63 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.929 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.08 I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) I FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. I FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.600 I. RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.11 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL.TIME(MIN.) = 1.14 Tc(MIN.) = 6.77 I SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.431 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. ********************************************************************** * ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.257 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.486 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 389.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(NIN.) = 0.36 Tc(MIN.) = 7.62 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.410 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.485 I SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 072 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 140.00 ---------------------------------------------------------------------------- TO NODE 140.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<zz<< ** ** MAIN STREAM CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) 1 0.12 7.62 (INCH/HOUR) (ACRE) 2.410 0.10 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. DATA ** ** MEMORY BANK # 1 CONFLUENCE STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) i0.24 6.77 2.600 0.21 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 = 383.00 FEET. ** PEAK FLOW RATE TABLE ** INTENSITY STREAM RUNOFF Tc NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.34 6.77 2.600 2 0.34 7.62 2.410 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.34 Tc(MIN.) = 6.77 TOTAL AREA(ACRES) = 0.3 ********************************************************************** * ***** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.77 PEAK FLOW RATE(CFS) = 0.34 END OF RATIONAL METHOD ANALYSIS I U I I I I I I I I I I I I III. EXHIBITS I I I I I I I I I I I I I I I I I I I I III. EXHIBITS A. EXISTING HYDROLOGY MAP I I I I I I [1 I I I I 30 15 0 30 60 90 pull _______ SCALE: 1" = 30' LEGEND SURFACE NODE SURFACE RUNOFF (cFs BASIN AREA (ACRES) DIRECTION OF FLOW EXISTING STORM DRAIN VICINITY MAP NO SCALE CARLSBAD, CA. 92008-4387 (760) 931-8700 I I 1 U I I I III. EXHIBITS B. DEVELOPED HYDROLOGY MAP I Li I I I I I I I I 30 15 0 30 60 90 SCALE: 1" = 30' J lj /1 -, )1ST 1CQR/AfLrr i 14\ LS BISS CT. LEGEND 'S77NG!'PYIDE 'BLIC 077L?ry c? EE PLANTING j R MAP Ni?. 79 I X38i5_ / CONCR ETE BROW iDITCH __________ DIRECTION OF FLOW EXISTING STORM DRAIN SURFACE NODE SURFACE RUNOFF (cFS) BASIN AREA (ACRES) EXISTING 2:1 SLOPE- o SPA d EASEMCN t SDG&EN / PROPOSED PAD "-PROP. BROW DITCH SECTION A-A NO T TO SCALE EXISTING I- 4 rSI IS I 4, 1 20 TRLtE TRIMMING 'W I WITH SDC&E "" I .4. 4 / N'- \ EXISTING 2:1 SLOPE I '-EXIST. BROW DITCH VICINITY MAP •• . . . SECTION B-B NO SCALE NOT TO SCALE bhA,inc, I A I 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 I I I I I I I IV. REFERENCES I LI L I I I I I I I I 1 - - - - - - - - - - - - - - - - - - - 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 % 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 I.) 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 I I I I I I I I I I I I I I I I I I I San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12of26 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 (Ti) Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM Ti LM Ti LM Ti LM Ti LM TiLM 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 1 100 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 5.4 100 4.3 HDR 24 50 1 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 I-TDR 43 50 5.3 65 4.7 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 3.6 85 3.4 90 2.9 100 2.4 O.P.ICom 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 I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 EQUATION A E (11.9L3\O.38& Feet Ic -5000 Tc = Time of concentration (hours) L = Watercourse Distance (miles) —4000 LE = Change in elevation along effective slope line (See Figure 3-5) (feet) 3000 Ic • Hours Minutes —2000 - —240 3--180 —1000 - 900 ç800 2-- 12D 600 90 _500'\\80 —400 \ —70 - 1--60 —300 - \\ —SD —200 —40 L Miles Feet - 30 —100 400 —20 - - —18 - —3000 —16 —50 5— 0. \ —14 —40 _2000 —12 —1600 —1600 \ —10 30 —ioo \ —g —1200 —8 —20 —1000 —7 -900 —800 —6 -700 —coo —10 _500 4 - 400 -3 5 F00 200 L ic SOURCE: California Division of Highways (1941)and Kirpich (1940) F I G U R E Nomograph for Determination of Time of Concentration (Ic) or Travel Time (It) for Natural Watersheds 3.4 I I I I I I I I I I I I I I I I Watershed Divide Area "A" AEIfective Slope Line Design Point (Watershed Outlet) Design Point Watershed Divide N \ / / L Stream Profile L Area "A" = Area "B" SOURCE: California Division of Highways (1941) and Kirpich (1940) Computation of Effective Slope for Natural Watersheds FIGURE 'LI 'I FIGURE Gutter and Roadway Discharge - Velocity Chart 3-6 Man WA FA I AMIN —ruuii 4 VA•!!4 VAU _____ mmmmogs ____ __A!II A Y4hIi Pr WMWAMFAII _____IIIW YAWIII m won a Ww" A .lIa AMIVAI m -P — i A_ili !Ai!i w_g4_I 1' WP I, __ ur moose ____________ ______ ______ 1_I AIUi4 0.02 0.03 C (D C) 0.04 (-3 U) U) 0.05 2 I O 0.06 0 cc 0.07 0.08 0.09 0.10 01 I I I I I I I I I I I I I I I I I I I 0.3 0.2 0.15 0.10 0.09 0.08 0.07 0.06 0.05 0,04 0.03 0.02 1' 0 0 II) 0 'j 0.01 0.009 .E 0.008 0.007 a. o 0.006 -J Cl) 0.005 0.004 r0.002 0.001 0.0009 0.0008 0.0007 0.0006 EQUATION: V = 1.49 R2'3 S2 n 0.3 0.4 E 0.5 06 0.8 0.9 1.0 \ cl - 5 6 7 8 9 10 20 Manning's Equation Nomograph 0.0005 0.0004 0.0003 GENERAL SOLUTION SOURCE: USDOT, FHWA, HDS-3 (1961) 50 40 30 20 10,01 1.0 0.2 0.9 0.8 0.7 0.3 0.6 0.5 0.4 FIGURE L.. 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