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Home My WebLink AboutCT 03-03; BRESSI RANCH AFFORDABLE HOUSING; DRAINAGE REPORT; 2013-01-04DRAINAGE REPORT FOR BRESSI RANCH - PLANNING AREA 15 AFFORDABLE HOUSING PROJECT, CARLSBAD, CALIFORNIA JANUARY 2004 CT 03-03 Prepared For: LENNAR PARTNERS 18401 Von Karman Avenue, Suite 540 Irvine, CA 92612 Prepared By: PROJECTDESIGN CONSULTANTS 701 B Street, Suite 800 SanDiego, CA 92101 "-a 03-31-y-^ ,7 V/ Project No. 2438.00 .)^P:X. Gregory. Shields, PE RCE 42951 Registration Expires 03/31/04 Prepared By: RI Checked By: BS TABLE OF CONTENTS Section page 1.0 INTRODUCTION 1 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY 3 2.1 Mass Grading Hydrology 4 2.2 Ultimate Condition Hydrology 4 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 4 3.1 Hydrology Criteria and Methodology 4 3.2 Hydrology Results 5 3.3 Explanation of AES Rational Method Software 6 4.0 HYDROLOGY ANALYSIS RESULTS 7 5.0 HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS 8 5.1 Hydraulic Criteria and Methodology 8 5.2 Hydraulic Results 9 5.3 Explanation of AES Pipeflow Software 9 6.0 CONCLUSION 10 FIGURES 1.0 Vicinity Map 2 TABLES 1.0 Hydrology Criteria 5 2.0 Backbone and Ultimate Condition Hydrology Comparison 8 APPENDICES 1.0 100-year: 6-hr. Isopluvials Maps 2.0 Project Ultimate Condition Rational Method Computer Output (100-year) 3.0 Backbone Storm Drain Improvements Hydraulic Capacity Calculations 4.0 Project Pipeflow Computer Output (100-year) 5.0 Curb Inlet and Catch Basin Calculations EXHIBITS A Bressi Ranch, Affordable Housing, PA-15 Drainage Map B Bressi Ranch, Affordable Housing, PA-15 Pipe Node Map in 1.0 INTRODUCTION This drainage report supports the design of the proposed storm drain improvements associated with Bressi Ranch Affordable Housing Site for Residential Planning Area 15 (Project). The overall Bressi Ranch development is located in the City of Carlsbad (City) and is bounded by: 1) Palomar Airport Road to the north, 2) future El Fuerte Street to the east, 3) El Camino Real to the west, and 4) Poinsettia Drive to the south. Within the Bressi Ranch development, the Project is bounded by: 1) Planning Area-15 Mixed Use Area to the east, 2) Gateway Road to the north, 3) Village Green Drive to the east, and 4) Town Garden Road to the south. Refer to Figure 1: Vicinity Map, for the project location. In general, the Project is part of the Bressi Ranch master planned development consisting of 15 mixed-use planning areas (PAs). The existing and proposed Project drainage pattems generally traverse the site toward the intersection of Village Green Drive and Town Garden Road. From a construction standpoint, the PA-15 site will have been mass graded in preparation for the Project precise grading and construction of the Affordable Housing storm drain improvements. The backbone storm drain improvement plans will be revised to reflect the Project connections. See Exhibit A: Bressi Ranch, Affordable Housing, PA-15 Drainage Map. The drainage analyses presented herein represents a final engineering level of effort and includes: 1) 100-year storm event hydrologic analyses using pipe invert elevations for pipe flow routing, 2) hydraulic calculations to determine onsite drainpipe sizes and hydraulic grade lines (HGL's), and 3) hydraulic analyses for the inlets and catch basins. 1 T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC I N I CO 5 PROJECT SITE EL FUERTE STREET MELROSE DRIVE POINSETTIA LANE Figure 1: Vicinity Map The Project will meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project are addressed in the Grading and Erosion Control Plans and the SWPPP. The SWPPP was prepared by Lennar Communities, Titled "Storm Water Pollution Prevention Plan, Bressi Ranch, WDID No. 937S310843, dated October 2001". The post-construction BMPs for the Project were developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was prepared by ProjectDesign Consultants as a part of the approved "Storm Water Management Plan, Bressi Ranch, Residential TM, dated September 2003". A water quality feature will be provided at the south end of Street CC to provide water quality enhancement for the westerly portion of the project. However, treatment for the project is provided by the CDS Unit along Alicante Road. The final post-construction BMP design will be provided during the next submittal. 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND TM ULTIMATE CONDITION HYDROLOGY From a regional drainage perspective, the Affordable Housing site drainpipes convey Project storm runoff to the backbone storm drain improvements within Village Green Drive and Town Garden Road that will be constructed with the overall Bressi Ranch mass grading and backbone improvements, prior to the start of the Affordable Housing site construction. The project runoff is tributary to the detention basin located along Alicante Road south of Town Garden Road. Since the project runoff is tributary to the backbone storm drain system and is tributary to a detention basin, the hydrology analysis in this report focuses on the Project impacts on the backbone storm drain system. The backbone storm drain improvement plans will be revised to reflect the project connections. The backbone drainage report will be amended if necessary to reflect these connections. As previously mentioned, the overall Bressi Ranch mass grading and backbone drainage improvements will be completed prior to the start of Project construction. Note that the mass grading hydrology accounted for the Project storm runoff in the design of the backbone drainage system. However, the Project hydrology in this report supersedes the hydrology used to design 3 T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Reporl\2438DR.DOC the backbone storm drain improvements, since the Project site layout has been revised. The following sections address the mass grading and ultimate condition hydrology. 2.1 Mass Grading Hydrology The Project will be mass graded as part of the overall Bressi Ranch project (City Project No. CT 00-06). The drainage for the mass graded condition is addressed in the approved PDC "Drainage Report for Bressi Ranch Mass Grading," dated February 2003. The Mass Grading report provides: 1) mass graded condition 100-year storm flows, and 2) ultimate condition 100-year storm flows within PA-15. The mass graded condition, which is assumed to be the existing condition for this Project, consists of a 5.6 acre mass graded pad tributary to a desilting basin located northeast of the intersection of Village Green Drive and Town Garden Road. The following section provides a discussion of the ultimate condition hydrology. 2.2 Ultimate Conditions Hydrology The Project hydrology analysis, included herein, supersedes the ultimate condition hydrology calculations contained in the mass grading report, since the Project hydrology reflects the current site layout, and roadway and storm drainpipe alignments. Specifically, the mass grading ultimate conditions hydrology was based on the October 2002 concept layout of the Project drainpipe system. See Exhibit 'A' for the Project drainage map. 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 3.1 Hydrology Criteria This section of the report summarizes the drainage criteria that were used in the hydrologic analysis and key elements of the methodology. Also included is a description of the computer 4 T;\Water Resources\2438-Bressi Multi Family\2nd Subniittal\Report\2438DR.DOC model used in the computations. Table 1: Hydrology Criteria Design Storm: 100-year, 6-hour storm. Land Use: Multi-family residential, commercial, and roadway Runoff Coefficients: Based on criteria presented in the County of San Diego Hvdrologv Manual. C=0.70 for multi-family residential and C=0.85 for commercial, and C=0.95 for roadway. Hydrologic Soil Group: Soil Group 'D' per the County Soil Group Map. Intensity and Time of Concentration: Based on criteria presented in "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad," Drainage - Design Criteria section, dated 4-20-93 and the County of San Diego Hydrology Manual. See Appendix 1 for the County Isopluvials. Minimum Tc = 6 min used per County of San Diego Hydrology Manual and AES Rational Method Program. 3.2 Hydrology Methodology The hydrology methodology for the Project is straightforward. The Modified Rational Method was used to determine the 100-year storm flows for the design of the storm drain improvements. The goal ofthe Project hydrology analysis was to: • Determine more detailed design storm flows for the sizing of the intemal site drainpipe system and drainpipe laterals that connect to the backbone storm drain improvements. From an analytical perspective, the Project hydrology was prepared using pipe invert elevations for the drainpipe slopes and the actual storm drain system layout, in contrast to the mass grading report hydrology, which was determined using the October 2002 site drainpipe system layout. TAWater Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC • Verify that the Project does not adversely impact the backbone storm drain improvements. A comparative analysis was performed between the backbone improvements design runoff and Project hydrology runoff at key locations within the backbone storm drain system to determine Project impacts. See Section 4.0 for the results of the analysis. The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. The following section provides a brief explanation of the computational procedure used in the computer model. See Appendix 2 for the Project hydrology Rational Method computer output and Exhibit A for the Project drainage map. 3.3 Explanation of AES Rational Method Software The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model. The AES Rational Method was used to determine the 100-year storm flows for the Project. The AES Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. The program has the capability of estimating conduit sizes to convey design storm flows, or the user may input specific conduit sizes and open channels. Soil types used in the model are based on hydrologic soil groups as outlined in the Conservation Service's Soil Survey for San Diego County. The rainfall intensity distribution and runoff coefficients ijtilized by the program can be user-specified to be based on either the County of San Diego or the City of San Diego Drainage Design Manuals. Developing independent node link models for each interior watershed and linking these sub- models together at confluence points creates the node link model. The program allows up to five streams to confluence at a node. Stream entries must be made sequentially until all are entered. The program allows consideration of only one confluence at a time. The program has the capability of performing calculations for 17 hydrologic and hydraulic processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as follows: 6 T:\WaterResources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC CODE 0: ENTER Comment CODE 1: CONFLUENCE analysis at node CODE 2: INITIAL subarea analysis CODE 3: PIPE/BOX travel time (COMPUTER estimated pipe/box size) CODE 4: PIPE/BOX travel time (USER specified pipe/box size) CODE 5: OPEN CHANNEL travel time CODE 6: STREETFLOW analysis through subarea, includes subarea runoff CODE 7: USER-SPECIHED hydrology data at a node CODE 8: ADDITION of subarea runoff to MAIN-Stream CODE 9: V-GUTTER flow through subarea CODE 10: COPY MAIN-stream data onto memory BANK CODE 11: CONFLUENCE a memory BANK with the Mainstream memory CODE 12: CLEAR a memory BANK CODE 13: CLEAR the MAIN-stream CODE 14: COPY a memory BANK onto the Main-stream memory CODE 15: HYDROLOGIC data BANK storage functions CODE 16: USER-SPECIHED Source Flow at a node 4.0 HYDROLOGY ANALYSIS RESULTS In general, the Project hydrology results presented herein were used to determine: 1) Project storm drainpipe sizes within the Affordable Housing site, and 2) verify that the project does not adversely impact the backbone storm drain system. Table 2 below provides a comparison of the backbone storm drain and ultimate conditions storm flows including the Project. Table 2 indicates that the project causes a slight net increase in backbone storm drain system runoff. However, the increase will have no effect on the backbone 7 T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC system since there is adequate capacity in the backbone system for the increase. There are localized increases in the 100-year storm flows within the backbone storm drain system due to the latest site drainage and connections to the backbone storm drain. Table 2 also indicates that the localized increases in storm runoff can be accommodated in the backbone storm drain system with no adverse impacts based on a comparison of the proposed Project runoff versus the backbone storm drain system capacity. Table 2: Backbone Improvements and Ultimate Condition Hydrology Comparison Node Number BACKBONE IMPROVEMENTS PROJECT BACKBONE IMPROVEMENTS Node Number A (ACRES) Q (CFS) A (ACRES) 0 (CFS) CAPACITY (CFS) 200.20 0.4 2.5 1.1 4.3 8 202.00 6.6 20.8 3.4 11.4 N/A 305.00 1.9 9.4 5.7 23.5 28.6 202.56 1.1 4.9 0.7 3.7 5.3 202.59 3.0 13.6 6.4 27.7 47.2 202.50 9.6 32.2 9.8 38.9 N/A See Appendix 2 for the Project Rational Method output. Also, see Exhibit 'A' for the ultimate conditions Project drainage map. 5.0 HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS The following sections discuss the criteria and methodology employed in the hydraulic design of the storm drainage systems. Also included is a brief description of the computer software used in the analyses. 5.1 Hydraulic Criteria and Methodology The hydraulic criteria for the design of the storm drain improvements is straightforward. The drainpipes were designed for the 100-year storm event and open channel flow hydraulic conditions. From a computer software perspective, the AES Pipeflow Computer model (see section 5.3) was used to determine drainpipe sizes and HGL's. Haestad Method's FlowMaster software was used to compute the normal depth pipe flow capacities (Appendix 3) of the existing T:\Water Resources\2438-Bressi Multi Family\2nd Subm)ttal\Report\2438DR.DOC storm drain systems and rating tables (Appendix 5) for the 2ft x 2ft catch basins. The City's curb inlet capacity equation was used to determine the capacity of the backbone storm drain curb inlets. The City's Inlet Design Guide was used to determine the size (Appendix 5) and capacity of the onsite inlets. 5.2 Hydraulic Analysis Results The storm drain improvements for the Project generally consist of a series of drainpipes and inlets that convey Project runoff offsite to the backbone storm drain system in Village Green Drive and Town Garden Road. The Project storm runoff will be accommodated in the backbone storm drain system, as shown in Table 2 which provides a comparison of the proposed Project runoff versus the backbone storm drain system capacity. See Appendix 3 for the hydraulic capacity calculations of the backbone storm drain system. See Appendix 4 for the Project hydraulic Pipeflow computer output and Exhibit B for the Pipe Node Number map. 5.3 Explanation of AES Pipeflow Software The AES computational procedure is based on solving Bernoulli's equation for the total energy at each section; and Manning's formula for the friction loss between the sections in each computational reach. Confluences are analyzed using pressure and momentum theory. In addition, the program uses basic mathematical and hydraulic principles to calculate data such as cross sectional area, velocity, wetted perimeter, normal depth, critical depth, and pressure and momentum. Model input basically includes storm drainpipe facility geometry, inverts, lengths, confluence angles, and downstream/upstream boundary conditions, i.e., initial water surface elevations. The program has the capability of performing calculations for 8 hydraulic loss processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as follows: CODE 0: ENTER Comment CODEI: FRICTION Losses 9 TiWVater Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC CODE 2: MANHOLE Losses CODE 3: PIPE BEND Losses CODE 4: SUDDEN Pipe Enlargement CODE 5: JUNCTION Losses CODE 6: ANGLE-POINT Losses CODE 7: SUDDEN Pipe Reduction CODE 8: CATCH BASIN Entrance Losses CODE 9: TRANSITION Losses 6.0 CONCLUSION This drainage report supports the final design of the proposed storm drain improvements associated with Bressi Ranch Affordable Housing Site for Residential Planning Area 15 (Project). From a construction standpoint, the PA-15 site will have been mass graded in preparation for the Project precise grading and construction of the Affordable Housing storm drain improvements. The drainage analyses presented herein includes: 1) 100-year storm event hydrologic analyses using pipe invert elevations for pipe flow routing, 2) hydraulic calculations to determine onsite drainpipe sizes, and 3) hydraulic analyses for inlets. Results ofthe hydrologic and hydraulic analyses indicate that there is a small increase in the ultimate condition storm runoff due to the Project. However, there is adequate capacity in the backbone system to handle the additional flows. The project causes localized increases in the 100-year storm flows within the backbone storm drain system. The localized increases in storm runoff can be accommodated in the backbone storm drain system with no adverse impacts based on a comparison of the proposed Project runoff versus the backbone storm drain system capacity. The Project will meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project will be addressed in the Grading and 10 T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project were developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. A water quality feature will be provided at the south end of Street CC to provide water quality enhancement for the westerly portion of the project. However, treatment for the project is provided by the CDS Unit along Alicante Road. The final post-construction BMP design will be provided during the next submittal. 11 T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Report\2438DR.DOC APPENDIX 1 100-YEAR: 6-hr ISOPLUVIALS APPENDIX 2 PROJECT ULTIMATE CONDITION RATIONAL METHOD COMPUTER OUTPUT **************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA, 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - PA 15 MULTI FAMILY UNITS * * 100 YEAR STORM EVENT * * SYSTEM 100 * ***********************************************^jj.j.^^^jj.j^^^^^^^^^^^^^^^^^^^^ FILE NAME: SYS100.DAT TIME/DATE OF STUDY: 11:47 01/16/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 12.0 7.0 0.020/0.020/0.020 0.50 3.00 0.0312 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flovi7-Depth = -0.50 FEET as (Maximuin Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************************.^^,^,.^^^^^^.i^^.i^.i,.^.i^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH = 57.00 UPSTREAM ELEVATION = 394.10 DOWNSTREAM ELEVATION = 393.50 ELEVATION DIFFERENCE = 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.3 44 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.32 ********************************************************^:^^^^.^^^^.^^^^.^.^^^_^^^ FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 391.27 DOWNSTREAM(FEET) = 389 44 FLOW LENGTH(FEET) = 206.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.77 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.32 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 263.00 FEET. **********************************************************^,.,^,.i,.i,^.i,^^.^^.^.^^^_^^^ FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.810 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0 77 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1 09 TC(MIN) = 7.24 **********************************************************^^^^^^^.^^^^^^^^^^^ FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 89.44 DOWNSTREAM(FEET) = 386 84 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 10.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.73 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.09 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 358.00 FEET. *********************************************************^^^.^^^^.^^^^^_^^^^^^^ FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.671 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1 89 TC(MIN) = 7.52 *************************************************************i,i,i,i,.^.),.^.i,^..^.^.^.i^ FLOW PROCESS FROM NODE 115.00 TO NODE 145.00 IS CODE = 41 »»>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM{FEET) = 386.44 DOWNSTREAM(FEET) = 379.60 FLOW LENGTH(FEET) = 223.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.84 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.89 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 581.00 FEET. ***********************************************^jtj^^j^j^^jj.^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 115.00 TO NODE 145.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.421 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.55 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 6.44 TC(MIN) = 8.06 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.66 TC(MIN.) = 8.06 PEAK FLOW RATE(CFS) = 6.44 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA, 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - PA 15 MULTIFAMILY SITE * * 100 YEAR STORM EVENT * * SYSTEM 200 * ************************************************************************** FILE NAME: SYS200.DAT TIME/DATE OF STUDY: 12:25 01/16/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 12.0 7.0 0.020/0.020/0.020 0.50 3.00 0.0312 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.50 FEET as (Maximuin Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH = 47.00 UPSTREAM ELEVATION = 393.53 DOWNSTREAM ELEVATION = 392.79 ELEVATION DIFFERENCE = 0.74 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.243 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 61 >»»C0MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 392.79 DOWNSTREAM ELEVATION(FEET) = 391.52 STREET LENGTH(FEET) = 121.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 7.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.820 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.3 5 PEAK FLOW RATE(CFS) = 1.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.40 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 225.00 = 168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 210.00 IS CODE = 62 »»>C0MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 391.52 DOWNSTREAM ELEVATION(FEET) = 390.74 STREET LENGTH(FEET) = 31.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 6.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.721 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) = 1.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 6.18 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 210.00 = 199.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.721 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 2.25 TC(MIN) = 7.42 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 390.74 DOWNSTREAM ELEVATION(FEET) = 387.22 STREET LENGTH(FEET) = 81.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.543 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 2.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 7.05 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 230.00 = 280.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 7.79 PEAK FLOW RATE(CFS) = 2.52 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA, 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - PA 15 MULTI FAMILY SITE * * 100 YEAR STORM EVENT * * SYSTEM 3 00 - LARGE AREAS * ************************************************************************** FILE NAME: SYS300.DAT TIME/DATE OF STUDY: 11:09 01/21/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / 0UT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 12.0 7.0 0.020/0.020/0.020 0.50 3.00 0.0312 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH = 6 6.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 404.80 ELEVATION DIFFERENCE = 0.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.708 *CAUTI0N: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.158 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.22 *******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 404.80 DOWNSTREAM(FEET) = 400 44 CHANNEL LENGTH THRU SUBAREA(FEET) = 157.00 CHANNEL SLOPE = 0 0278 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.413 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.10 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 238 Tc(MIN.) = 11.09 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0 59 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 310.00 = 223.00 FEET. *******************************************************^^^,^^^^^^^.^.^.^^^^^^^^^ FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 »»>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 397.90 DOWNSTREAM(FEET) = 396 65 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.64 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 315.00 = 348.00 FEET. *********************************************************^^^^^^^^^^.^^^^^^^^^ FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FL0W««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.272 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1 97 TC(MIN) = 11.66 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 96.65 DOWNSTREAM(FEET) = 389.54 FLOW LENGTH (FEET) = 30.00 MAYING'S N = 0.013 DEPTH OF FLOW IN 10.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 378.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.2 64 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 2.18 TC(MIN) = 11.70 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FL0W««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.2 64 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 3.73 TC(MIN) = 11.70 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 89.54 DOWNSTREAM(FEET) = 388.73 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.34 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.73 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.95 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 459.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.205 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 3.97 TC(MIN) = 11.95 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 388.73 DOWNSTREAM(FEET) = 3 87.86 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.97 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 12.22 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 330.00 = 546.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.146 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 4.66 TC(MIN) = 12.22 FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«<< ELEVATION DATA: UPSTREAM(FEET) = 387.86 DOWNSTREAM(FEET) = 386.63 FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.30 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.66 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) =12.46 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.093 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.09 TC(MIN) = 12.46 **********************************************************************^,i,^^^^^^^ FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 »»>ADDITI0N OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.093 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 4.33 TOTAL AREA(ACRES) = 3.21 TOTAL RUNOFF(CFS) = 9.42 TC(MIN) = 12.46 ******************************************************************i,.i,.i,^,^,.^.i..^.i^.^ FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 »»>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 386.63 DOWNSTREAM(FEET) = 383.97 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.23 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.42 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 340.00 = 644.00 FEET. ****************************************************************.l,*^,^,^,^,.l,.^,.f^.^,.^,.^. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.093 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 9.68 TC(MIN) = 12.47 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.30 TC(MIN.) = 12.47 PEAK FLOW RATE(CFS) = 9.68 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA, 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - PA-15 MULTI FAMILY SITE * * 100 YEAR STORM EVENT * * BACKBONE SYSTEM 200 - NODES 200-2 02.5 * ************************************************************************** FILE NAME: 200AH.DAT TIME/DATE OF STUDY: 13:22 01/21/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0175 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.79 RAIN INTENSITY(INCH/HOUR) = 5.54 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 2.52 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 200.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 387.10 DOWNSTREAM ELEVATION(FEET) = 376.78 STREET LENGTH(FEET) = 280.00 CURB HEIGHT{INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.009 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) = 4.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.13 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 200.20 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 370.21 DOWNSTREAM(FEET) = 369.99 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 202.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STREAM AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.10 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 3 89.2 0 DOWNSTREAM ELEVATION = 388.00 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 201.10 TO NODE 201.20 IS CODE = 62 »»>C0MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 388.00 DOWNSTREAM ELEVATION(FEET) = 376.78 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.3 0 Tc(MIN.) = 13.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.954 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 201.20 = 470.00 FEET. ************************************************************ FLOW PROCESS FROM NODE 201.20 TO NODE 202.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0W)«<« ELEVATION DATA: UPSTREAM(FEET) = 371.35 DOWNSTREAM(FEET) = 369.99 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.35 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.19 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR C0NFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.19 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.06 RAIN INTENSITY(INCH/HOUR) = 5.42 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 6.44 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0W)««< ELEVATION DATA: UPSTREAM(FEET) = 379.60 DOWNSTREAM(FEET) = 370.06 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.44 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 202.00 = 115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 5.3 6 TOTAL STREAM AREA(ACRES) =1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.27 9.22 4.973 1.11 2 1.35 13.19 3.946 0.60 3 6.44 8.21 5.359 1.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.40 8.21 5.359 2 11.32 9.22 4.973 3 9.48 13.19 3.946 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.40 Tc(MIN.) = 8.21 TOTAL AREA(ACRES) = 3.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.86 DOWNSTREAM(FEET) = 368.39 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.40 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.50 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.50 = 583.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.50 TO NODE 202.50 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<«< **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 37.00 UPSTREAM ELEVATION = 416.40 DOWNSTREAM ELEVATION = 416.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.600 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 *********************************************************^^^^^^^^^jj.^^^^jj.^^jj.^ FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 416.00 DOWNSTREAM ELEVATION(FEET) = 404.88 STREET LENGTH(FEET) = 217.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.944 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.3 8 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.19 fiALFSTREET FLOOD WIDTH(FEET) = 3.28 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 25 0.00 TO NODE 260.00 = 254.00 FEET. ***************************************************j^^^^^jj.j^^^^^^^^^^^^^^^^_^^_i^ FLOW PROCESS FROM NODE 260.00 TO NODE 265.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 399.17 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.38 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.01 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 265.00 = 262.00 FEET. **********************************************************i,^^^^.^.^^.l^.l^.l,^^^^^^_^ FLOW PROCESS FROM NODE 265.00 TO NODE 265.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.01 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.3 8 ********************************************************^^,^^^^^^^^^^^.^^^^^^^^ FLOW PROCESS FROM NODE 270.00 TO NODE 275.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< R0AD(?JARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 37.00 UPSTREAM ELEVATION = 416.40 DOWNSTREAM ELEVATION = 416.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.600 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 275.00 TO NODE 280.00 IS CODE = 61 »»>C0MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 416.00 DOWNSTREAM ELEVATION(FEET) = 404~88~~ STREET LENGTH(FEET) = 193.00 CURB HEIGHT(INCHES) =60 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11 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 Streetflow Section(curb-to-curb) = 0 0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0 83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 6.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.034 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 1.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 2.95 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 270.00 TO NODE 280.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 265.00 IS CODE = 31 »»>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 399.22 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 270.00 TO NODE 265.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 265.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.92 RAINFALL INTENSITY(INCH/HR) = 5.98 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.3 4 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.38 7.01 5.930 0.24 2 1.34 6.92 5.981 0.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.72 6.92 5.981 2 2.72 7.01 5.930 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.72 Tc(MIN.) = 7.01 TOTAL AREA(ACRES) = 0.47 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 265.00 = 262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 202.53 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 398.68 DOWNSTREAM(FEET) = 387.76 FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 7.60 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 202.53 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.53 TO NODE 202.53 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR C0NFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.60 RAINFALL INTENSITY(INCH/HR) = 5.63 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72 ***************************************************************************.), FLOW PROCESS FROM NODE 202.51 TO NODE 202.52 IS CODE = 21 >»»RATI0NAL METHOD INITIAL SUBAREA ANALYSIS««< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 415.00 DOWNSTREAM ELEVATION = 413.80 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.929 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.11 *********************************************************^*^^jj^jj.^^jj^^^^^^^jj.^ FLOW PROCESS FROM NODE 202.52 TO NODE 202.53 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 413.80 DOWNSTREAM(FEET) = 400.00 FLOW LENGTH(FEET) = 45 0.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.53 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.53 TO NODE 202.53 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.751 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 9.43 TC(MIN) = 7.36 **************************************************************************** FLOW PROCESS FROM NODE 202.53 TO NODE 202.53 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR C0NFLUENCE<<<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.36 RAINFALL INTENSITY(INCH/HR) = 5.75 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.43 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.72 7.60 5.629 0.47 2 9.43 7.36 5.751 1.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.08 7.36 5.751 2 11.94 7.60 5.629 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.08 Tc(MIN.) = 7.36 TOTAL AREA(ACRES) = 2.37 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.53 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.53 TO NODE 305.00 IS CODE = 41 »»>C0MPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 387.76 DOWNSTREAM(FEET) = 379.04 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.33 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.08 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 305.00 = 810.00 FEET. **********************************************************^,^,.l,^^,^^.l,.^^.l,.l^.l^^_^^^^ FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.71 RAINFALL INTENSITY(INCH/HR) = 5.5 8 TOTAL STREAM AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.08 ******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.47 RAIN INTENSITY(INCH/HOUR) = 4.09 TOTAL AREA(ACRES) = 3.3 0 TOTAL RUNOFF(CFS) = 9.68 *********************************************************^:i,^,^,^.^.^^^^.^.^^.i^^^^^^ FLOW PROCESS FROM NODE 340.00 TO NODE 305.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 386.63 DOWNSTREAM(FEET) = 379 04 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.68 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.53 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 305.00 = 628.00 FEET. ********************************************************i,^,^^,.^.f^.^.i,^^.i,.i^^.i^^^^^^^^ FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.53 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 3.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.08 7.71 5.580 2.37 2 9.68 12.53 4.080 3.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.32 7.71 5.580 2 18.52 12.53 4.080 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.32 Tc(MIN.) = 7.71 TOTAL AREA(ACRES) = 5.67 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 305.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 202.59 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 378.66 DOWNSTREAM(FEET) = 374.81 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.53 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.32 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.59 = 1015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.59 TO NODE 202.59 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH/HR) = 5.43 TOTAL STREAM AREA(ACRES) = 5.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.32 *************************************************************************^^jj FLOW PROCESS FROM NODE 285.00 TO NODE 290.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 4 08.00 DOWNSTREAM ELEVATION = 405.70 ELEVATION DIFFERENCE = 2.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.298 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 202.56 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 381 65 STREET LENGTH(FEET) = 709.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 3.71 Tc(MIN.) = 9.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.807 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 0.77 PEAK FLOW RATE(CFS) = 3.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.48 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 285.00 TO NODE 202.56 = 824.00 FEET. **********************************************************^,^,^^^^,.^^^.^.i^.i^.i^.^^^^^^ FLOW PROCESS FROM NODE 202.56 TO NODE 202.59 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 76.55 DOWNSTREAM(FEET) = 375 31 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.75 LONGEST FLOWPATH FROM NODE 285.00 TO NODE 202.59 = 844.00 FEET. **********************************************************^,^,^^^.^.^.i,.i,.^.i^^^^_i,^^^ FLOW PROCESS FROM NODE 202.59 TO NODE 202.59 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.75 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.77 PEAK FLOW RATE{CFS) AT CONFLUENCE = 3.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.32 8.03 5.434 5.67 2 3.67 9.75 4.796 0.77 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.48 8.03 5.434 2 26.02 9.75 4.796 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.48 Tc(MIN.) = 8.03 TOTAL AREA(ACRES) = 6.44 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.59 = 1015.00 FEET. *************************************************************************^*j, FLOW PROCESS FROM NODE 202.59 TO NODE 202.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0W)««< ELEVATION DATA: UPSTREAM(FEET) = 374.48 DOWNSTREAM(FEET) = 368.57 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.61 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.48 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.50 = 1195.00 FEET. *********************************************************************jj.jj.^^^^^ FLOW PROCESS FROM NODE 202.50 TO NODE 202.50 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEM0RY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.48 8.25 5.340 6.44 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.50 = 1195.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.40 8.50 5.240 3.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.50 = 583.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.66 8.25 5.340 2 40.32 8.50 5.240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.66 Tc(MIN.) = 8.25 TOTAL AREA(ACRES) = 9.81 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.81 TC(MIN.) = 8.25 PEAK FLOW RATE(CFS) = 40.66 END OF RATIONAL METHOD ANALYSIS APPENDIX 3 BACKBONE STORM DRAIN IMPROVEMENTS HYDRAULIC CAPACITY CALCULATIONS 24" @ 4.36% - Open Channel Capacity Woricsheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Results 24"© 4.36% Circular Channel Manning's Formula Full Flow Capacity Input Data Mannings Coefficient 0.013 Slope 0.043600 ft/ft Diameter 24 in Depth 2.00 ft Discharge 47.23 cfs Flow Area 3.1 ft^ Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.98 tt Percent Full 100.0 % Critical Slope 0.039833 ft/ft Velocity 15.04 ft/s Velocity Head 3.51 ft Specific Energy 5.51 ft Froude Number 0.00 Maximum Discharge 50.81 cfs Discharge Full 47.23 cfs Slope Full 0.043600 ft/ft Flow Type N/A c;\haestad\fmw\2244.fm2 02/24/03 10:13.02 AM Project Engineer: Adolph Lugo Project Design Consultants FlowMaster v6.1 (614o) © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 24" @ 1.60% - Open Channel Capacity Woricsheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Results 24" @ 4.36% Circular Channel Manning's Fonnula Full Flow Capacity Input Data Mannings Coefficient 0.013 Slope 0.016000 ft/ft Diameter 24 in Depth 2.00 ft Discharge 28.61 cfs Row Area 3.1 ft^ Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.84 ft Percent Full 100.0 % Critical Slope 0.013892 ft/ft Velocity 9.11 ft/s Velocity Head 1.29 ft Specific Energy 3.29 ft Froude Number 0.00 Maximum Discharge 30.78 cfs Discharge Full 28.61 cfs Slope Full 0.016000 ft/ft Flow Type N/A c:\haestad\fmw\2244.fm2 02/24/03 10:13:36 AM Project Engineer: Adolph Lugo Project Design Consultants FlowMaster v6.1 [614o] ) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofl APPENDIX 4 PROJECT PIPEFLOW COMPUTER OUTPUT (100-YEAR) T:\Water Resources\2438-Bressi Multi Family\2nd Submittal\Report\Appendix.DOC ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA, 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2438 - BRESSI RANCH - PA-15 * * SHAMROCK PLACE * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SYS3 00P1.DAT TIME/DATE OF STUDY: 15:08 01/21/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 305.00- } 340.00- } 340.90- } 335.00- } 335.90- } 330.00-} 330.90- } 325.00- } 325.90- } 320.00- } 1.11 Dc 1.37 1.10*Dc 154.56 160.99 149.15 UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 1.11 154.56 FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 1.39* 95.71 } HYDRAULIC JUMP 0.83*Dc 64.20 1.20* 72.02 } HYDRAULIC JUMP 0.76 Dc 52.10 320 . 00- 0.74 Dc 0.74*Dc 1.08* 48.04 48.04 26 . 01 DOWNSTREAM RUN FLOW PRESSURE-f DEPTH(FT) MOMENTUM(POUNDS) 0.49* 0.62* 0.53* 1.10*Dc 0.75 0.83*Dc 0.68 0.67* 0.66* 0.74*Dc 0.74 Dc 313.04 231.45 266.51 149.15 65.15 64 .20 53 .15 53 .48 48.98 48.04 16.89 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 2 5 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3 05.00 FLOWLINE ELEVATION = 378.99 PIPE FLOW = 9.68 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 379.750 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.76 FT.) IS LESS THAN CRITICAL DEPTH( 1.11 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 305.00 : HGL = < 379.478>;EGL= < 383.600>;FLOWLINE= < 378.990> ****************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 340.00 IS CODE = 1 UPSTREAM NODE 340.00 ELEVATION = 383.97 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.68 CFS PIPE DIAMETER 24.00 INCHES PIPE LENGTH = 38.30 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) = 0.47 CRITICAL DEPTH(FT) 1.11 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-*- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 0 .622 11 624 2 721 231 45 0 . 609 0 .615 11 .787 2 774 234 20 1 . 258 0 .609 11 955 2 830 237 04 1 .950 0 .603 12 128 2 888 239 96 2 .691 0 . 597 12 305 2 949 242 96 3 .485 0 .590 12 486 3 013 246 07 4 .338 0 .584 12 672 3 079 249 26 5 .256 0 .578 12 864 3 149 252 56 6 .247 0 .572 13 061 3 222 255 96 7 .322 0 .565 13 263 3 298 259 46 8 .490 0 .559 13 470 3 378 263 08 9 .765 0 .553 13 684 3 462 266 81 11 .164 0 .547 13 904 3 550 270 66 12 .708 0 .540 14 130 3 642 274 63 14 .421 0 .534 14 362 3 739 278 73 16 .336 0 .528 14 602 3 841 282 96 18 .499 0 .522 14 848 3 947 287 33 20 .967 0 .515 15 103 4 059 291 85 23 . 823 0 .509 15 365 4 177 296. 52 27 . 189 0 .503 15 635 4 301 301. 34 31 .253 0 .496 15 913 4 431 306. 33 36 .330 0 .490 16 201 4 . 568 311. 49 38 .300 0 . 488 16 287 4. 610 313. 04 NODE 340.00 HGL < 384.592>;EGL= < 386.691>;FL0WLINE= < 383.970> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 3 4 0.90 340.00 TO NODE 340.90 IS CODE = 5 ELEVATION = 384.3 0 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 9.42 24.00 10.00 384.30 CRITICAL DEPTH(FT.) 1.10 VELOCITY (FT/SEC) 14.102 DOWNSTREAM 9.68 24.00 - 383.97 1.11 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.26===Q5 EQUALS BASIN INPUT=== 11.627 0 . 000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07299 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04164 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05732 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.229 FEET ENTRANCE LOSSES = 0.420 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.579) + ( 0.229)-i-( 0.420) = 1.228 NODE 340.90 : HGL = < 384.831>;EGL= < 387.919>;FL0WLINE= < 384.300> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 33 5.00 340.90 TO NODE 335.00 IS CODE = 1 ELEVATION = 386.63 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.42 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 6.20 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) 1.10 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.10 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1 .097 5 340 1 540 149. 15 0 .004 1 .067 5 525 1 541 149. 32 0 .018 1 .037 5 725 1 546 149. 86 0 .043 1 .007 5 939 1 555 150. 78 0 .081 0 .978 6 171 1 569 152 . 12 0 .133 0 .948 6 421 1 588 153 . 91 0 .202 0 .918 6 692 1 614 156. 19 0 .291 0 .888 6 986 1 647 159. 00 0 .405 0 . 859 7 305 1 688 162 . 39 0 .546 0 .829 7 654 1 739 166. 42 0 .721 0 .799 8 036 1 803 171. 17 0 . 937 0 .769 8 455 1 880 176 . 70 1 .203 0 .740 8 917 1 975 183 . 11 1 .530 0 .710 9 427 2 091 190. 53 1 .934 0 .680 9 994 2 232 199 . 08 2 .434 0 .650 10 626 2 405 208. 92 3 .059 0 .621 11 334 2 617 220. 26 3 .846 0 .591 12 133 2 878 233 . 35 4 .851 0 .561 13 038 3 202 248 . 48 6 .157 0 .531 14 070 3 607 266. 05 6 .200 0 .531 14 097 3 619 266. 51 NODE 335.00 : HGL = < 387.727>;EGL= < 388.170>;FLOWLINE= < 386.630> ****************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.90 IS CODE = 5 UPSTREAM NODE 335.90 ELEVATION = 387.13 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 4.66 9.42 0.00 0.00 4.76 = DIAMETER (INCHES) ANGLE FLOWLINE (DEGREES) ELEVATION 18.00 10.00 387.13 24.00 - 386.63 0.00 0.00 0.00 0.00 0.00 0.00 ==Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.) 0. 83 1.10 0. 00 0.00 VELOCITY (FT/SEC) 2.722 5.341 0.000 0. 000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.00170 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00511 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00340 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.089 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.367) + ( 0.014)-i-( 0.089) = 0.469 NODE 335.90 : HGL = < 388.524>;EGL= < 388.639>;FLOWLINE= < 387.130> **************************************************************i,i,^,^,.^^^^^^^^^^.„.^.^.^^ FLOW PROCESS FROM NODE 335.90 TO NODE 330.00 IS CODE = 1 UPSTREAM NODE 330.00 ELEVATION = 387.82 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 4.66 CFS PIPE DIAMETER = If S.OO INCHES PIPE LENGTH = 87.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) = 0.83 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0 . 000 0. Oil 0.044 0.103 0.189 0.305 0.453 0.639 0.865 1.137 1.461 1.844 2.295 2.824 3 .445 4.177 5.042 6.072 7 .311 8.824 10.712 13.142 FLOW DEPTH (FT) • 0.829 0 . 826 0.823 0.819 0.816 0.813 0.810 0.806 0 . 803 0.800 0 . 797 0.794 0 . 790 0.787 0.784 0.781 0.777 0.774 0.771 0.768 0.764 0.761 VELOCITY (FT/SEC) 4.649 4.672 4.694 4.717 4 .741 4.764 4 .788 4.812 4.836 4 . 860 4.885 4 .910 4.935 960 986 012 038 065 091 118 146 173 SPECIFIC ENERGY(FT) 1.165 1.165 1.165 1.165 1.165 1.166 1.166 1.166 1.167 1.167 1.168 1.168 1.169 1.169 1.170 1.171 1.172 1.173 1.174 1.175 1.176 1.177 PRESSURE-I- MOMENTUM(POUNDS) 64.20 64.20 64.21 64.22 64.23 64.24 64.26 64.28 64.30 64.33 64.36 64.39 64 . 43 64.47 64.51 64.56 64.61 64.66 64 .72 64.78 64.84 64.91 16.429 21.284 29.979 87.000 0.758 0.755 0.752 0.751 5.201 5.230 5.258 5.262 1.178 1.180 1.181 1.181 64.98 65.06 65 .14 65.15 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.39 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-t- L(FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM(POUN 0 .000 1 394 2 .721 1 509 95 71 3 229 1 371 2 751 1 489 93 58 6 419 1 349 2 783 1 469 91 50 9 572 1 326 2 819 1 449 89 47 12 691 1 303 2 857 1 430 87 51 15 777 1 281 2 899 1 411 85 60 18 831 1 258 2 943 1 393 83 76 21 853 1 236 2 991 1 375 81 98 24 842 1 213 3 043 1 357 80 27 27 797 1 190 3 097 1 340 78 62 30 716 1 168 3 156 1 323 77 05 33 597 1 145 3 218 1 306 75 55 36 436 1 123 3 284 1 290 74 12 39 229 1 100 3 354 1 275 72 78 41 970 1 078 3 429 1 260 71 52 44 653 1 055 3 508 1 246 70 34 47 269 1 032 3 592 1 233 69 25 49 807 1 010 3 682 1 220 68 26 52 252 0 987 3 777 1 209 67 36 54 585 0 965 3 879 1 198 66 56 56 781 0 942 3 987 1 189 65 87 58 803 0 919 4 103 1 181 65 29 60 602 0 897 4 226 1 174 64 82 62 099 0 874 4 357 1 169 64 48 63 173 0 852 4 498 1 166 64 27 63 607 0 829 4 649 1 165 64 20 87 000 0 829 4 649 1 165 64 20 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 59.48 FEET UPSTREAM OF NODE 335.90 DOWNSTREAM DEPTH = 0.911 FEET, UPSTREAM CONJUGATE DEPTH = 0.752 FEET NODE 330.00 HGL < 388.649>;EGL= < 388.985>;FLOWLINE= < 387.820> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 33 0.90 330.00 TO NODE ELEVATION = 330.90 IS CODE = 5 387.83 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 3 .97 4.66 0. 00 0. 00 0. 69 = DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 18.00 0.00 387.83 0.76 2.611 18.00 - 387.82 0.83 4.651 0.00 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.000 =Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00149 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00565 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00357 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.067 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.074)+( 0.014)+( 0.067) = 0.155 NODE 330.90 : HGL = < 389.034>;EGL= < 389.140>;FL0WLINE= < 387.830> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 325.00 330.90 TO NODE 325.00 IS CODE = 1 ELEVATION = 388.56 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.97 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 91.00 FEET MANNING'S N = 0.013 00 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.67 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.76 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 0 668 5 215 1 091 53 48 0 .615 0 669 5 210 1 090 53 47 1 253 0 669 5 206 1 090 53 46 1 917 0 670 5 201 1 090 53 44 2 607 0 670 5 196 1 0! i9 53 43 3 327 0 670 5 191 1 Oi i9 53 41 4 080 0 671 5 186 1 0! i9 53 40 4 870 0 671 5 182 1 Oi 39 53 38 5 701 0 672 5 177 1 Oi 38 53 37 6 577 0 672 5 172 1 Oi 58 53 35 7 505 0 673 5 167 1 Oi 38 53 34 8 491 0 673 5 162 1 087 53 33 9 545 0 674 5 158 1 Oi 37 53 31 10 678 0 674 5 153 1 Oi 37 53 30 11 902 0 675 5 148 1 Oi 37 53 29 13 235 0 675 5 144 1 Oi 36 53 27 14 701 0 676 5 139 1 Of 36 53 26 16 331 0 676 5 134 1 Of 36 53 25 18 168 0 677 5 129 1 Of 35 53 23 20 277 0 677 5 125 1 Of 35 53 22 22 757 0 678 5 120 1 Of 35 53 21 25 776 0 678 5 115 1 Of 35 53 19 29 645 0 679 5 111 1 Of 34 53 18 35 068 0 679 5 106 1 Of 34 53 17 44 300 0 679 5 101 1 Of 34 53 15 91 000 0 680 5 101 1 Of 34 53 15 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.204 2.610 1.310 72.02 2.246 1.186 2.647 1.295 70.64 4.478 1.169 2.686 1.281 69.30 6.694 1.151 2.727 1.267 68.00 B.893 1.133 2.770 1.253 66.73 11.075 1.116 2.816 1.239 65.52 13.238 1.098 2.863 1.225 64.34 15.381 1.080 2.913 1.212 63.20 17.502 1.063 2.965 1.199 62.12 19.599 1.045 3.019 1.187 61.07 21.669 1.027 3.077 1.174 60.08 23.709 1.010 3.137 1.163 59.13 25.717 0.992 3.200 1.151 58.24 27.687 0.974 3.266 1.140 57.40 29.616 0.957 3.336 1.130 56.61 31.496 0.939 3.409 1.120 55.87 33.321 0.921 3.486 1.110 55.20 35.082 0.904 3.567 1.101 54.58 36.767 0.886 3.653 1.093 54.03 38.362 0.868 3.743 1.086 53.53 39.847 0.851 3.838 1.080 53.11 41.198 0.833 3.938 1.074 52.75 42.379 0.815 4.044 1.069 52.47 43.343 0.798 4.156 1.066 52.27 44.013 0.780 4.274 1.064 52.14 44.275 0.762 4.399 1.063 52.10 91.000 0.762 4.399 1.063 52.10 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 3 9.69 FEET UPSTREAM OF NODE 330.90 | I DOWNSTREAM DEPTH = 0.853 FEET, UPSTREAM CONJUGATE DEPTH = 0.680 FEET | NODE 325.00 : HGL = < 389.228>;EGL= < 389.651>;FL0WLINE= < 388.560> ****************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.90 IS CODE = 5 UPSTREAM NODE 325.90 ELEVATION = 388.89 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 3.73 18.00 0.00 388.89 0.74 4.984 DOWNSTREAM 3.97 18.00 - 388.56 0.76 5.217 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.24===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00789 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00854 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00821 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.033 FEET ENTRANCE LOSSES = 0.085 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.167)+( 0.033)+( 0.085) = 0.285 NODE 325.90 : HGL = < 389.550>;EGL= < 389.935>;FLOWLINE= < 388.890> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 320.00 325.90 TO NODE ELEVATION = 320.00 IS CODE = 1 3 89.54 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW 3.73 CFS PIPE DIAMETER 18.00 INCHES PIPE LENGTH = 81.16 FEET MANNING'S N = 0 01300 NORMAL DEPTH(FT) = 0.66 CRITICAL DEPTH(FT) 0. 74 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 0 .738 4 309 1 026 4 8.04 0 .010 0 .735 4 333 1 026 4 8.05 0 .043 0 .731 4 358 1 026 4 8.05 0 .100 0 .728 4 383 1 027 4 8.06 0 .183 0 .725 4 408 1 027 4 8.07 0 .295 0 .722 4 434 1 027 4 8.08 0 .439 0 .718 4 459 1 027 4 8.10 0 .618 0 .715 4 485 1 028 4 8.12 0 .838 0 .712 4 512 1 028 4 8.14 1 .101 0 .709 4 538 1 029 4 8.17 1 .415 0 .705 4 565 1 029 4 8.20 1 .786 0 .702 4 593 1 030 4 8.23 2 .222 0 .699 4 620 1 031 4 8.26 2 .735 0 .696 4 648 1 031 4 8.30 3 .338 0 .692 4 677 1 032 4 8.35 4 . 047 0 .689 4 705 1 033 4 8.39 4 .885 0 .686 4 734 1 034 4 8.44 5 .884 0 .683 4 764 1 035 4 8.50 7 .085 0 .679 4 793 1 036 4 8.55 8 .552 0 .676 4 823 1 038 4 8.61 10 .383 0 . 673 4 854 1 039 4 8.68 12 .739 0 . 670 4 884 1 040 4 8.74 15 .929 0 . 667 4 915 1 042 4 8.81 20 . 638 0 .663 4 947 1 044 4 8.89 29 .074 0 . 660 4 979 1 045 4 8.97 81 .160 0 . 660 4 983 1 045 4 B.98 NODE 320.00 HGL < 390.278>;EGL= < 390.566>;FLOWLINE= < 389.540> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 320.00 320.00 TO NODE 320.00 IS CODE = 8 ELEVATION = 389.54 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.73 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.31 FEET/SEC. VELOCITY HEAD = 0.288 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.288) = 0.058 NODE 320.00 : HGL = < 390.624>;EGL= < 390.624>;FLOWLINE= < 389.540> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 320.00 FLOWLINE ELEVATION = 389.54 ASSUMED UPSTREAM CONTROL HGL = 390.28 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Bressi Ranch - Parcel 15 - Multi Family Site Job No. 2438.00 INLET CALCULATIONS - PROPOSED CONDITIONS 100-year Inlet Required Provided Overall Street Runoff Street Capacity Inlet Inlet Inlet Inlet No. Street Station Inlet Type Q (cfs) Slope {%) Depth (ft) H/h (cfs/ft) Opening, ft Opening, tt Length 1 Shamrock Place 2+55 B-1 1.04 1 0.37 n/a n/a 2.54 3 4 2 Shamrock Place 3+60 B-1 0.40 6 0.2 n/a n/a 1.48 2 3 3 Shamrock Place 5+14 B-2 4.00 SUMP 0,36 2 1 4.00 5 6 4 Cottage Drive 1+90 B-1 1.04 3.56 0.2 n/a n/a 3.85 4 5 5 Parkinq Lot Off Street AA B-2 2.29 SUMP 0.29 2 1 2.29 4 5 Shamrock Place 2+89.46 B-1 0.21 5 0.18 n/a n/a 0.82 4 5 Shamrock Place 3+45.75 B-1 0.24 4.5 0.19 n/a n/a 0.91 4 5 1 Notes: 1. Inlet No. 3 & 5 - Inlet capacity per City of San Diego Nomogram - Capacity, Curb Inlet in Sag 2. Depths per City of San Diego Gutter and Roadway Discharge-Velocity Chart 3. Inlet No. 1,2, & 4 per City of San Diego Inlet Design Guide, Q=0.7L(A+Y)'\1.5, where A=0.33. 4. Inlet No. 3 & 5 are slightly oversized due to sump location. CD-W031 NO. 2424 CAST IRON PARKWAY GRATE NO. 2424 STEEL PARKWAY Ofl TRAFFIC COVER HT. 80#. PARKWAY HT. 105#. TRAFFIC NO. 2424 TOP SECTION OR EXTENSION AVAILABLE NITH OR WITHOUT GALV. FRAME NO. 2424 STEEL PARKWAY GRATE 48#. NO. 2424 STEEL TRAFFIC GRATE NO. 2424 LOWER SECTION H/ KNOCKOUT AVAILABLE NITH OR WITHOUT GALVANIZED FRAME. TOP OR EXT SECTION HT. LBS. AVAILABLE «»2424 T6 6' 303 NO K.O. 1 *»2424 T12 12" 606 NO K.O. 1 2424 TIB 18' 909 NO K.O. 1 1*2424 TIB 18" 909 M/ ? 8- X 14" KOI M2424 T24 24' 1030 K/ 2 14" X 14' Kol LONER HT. LBS. AVAILABLE 1 **2424 L12 12" 606 */(2) 8" X 14" Kol 2424 LIB 18* 909 W{2) a' X 14* Kol 2424 L24 24* 1030 (/(2J 14' X 14" Kol BOTTOM HT. LBS. AVAILABLE 1 iHt2424 830 30" 3975 »/(2) 14" X 14" Kol 2424 836 36' 4050 */(2) 14" X 14" KOI * WITH FRAME ONLY WITH OR WITHOUT FRAME 24" X 24" CATCH BASIN DATE 7-8-64 ORAMINe NUMBER NO. 2424 BROOKS PRODUCTS INC. Table Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Weir -1 Type Sharp Crested Rectangul Solve For Discharge Input Data Crest Elevation 00.00 ft Tailwater Elevation 0.00 ft Discharge Coefficif 3.33 US Crest Length 2.00 ft Number of Contrac 0 Attribute Minimum Maximum Increment Headwater Elevation 100.00 100.20 0.02 Headwate Discharge Velocity Elevation (ft) (cfs) (ft/s) 100.00 N/A N/A 100.02 0.02 0.47 100.04 0.05 0.67 100.06 0.10 0.82 100.08 0.15 0.94 100.10 0.21 1.05 100.12 0.28 1.15 100.14 0.35 1.25 100.16 0.43 1.33 100.18 0.51 1.41 100.20 0.60 1.49 t;\...\flowmaster\catch basin wier.fm2 01/21/04 01:47:14 PM © Haestad Methods, Inc. Project Engineer: Dick Isaac Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Table Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Weir - 2 Type Sharp Crested Rectangul Solve For Discharge Input Data Crest Elevation 00.00 ft Tailwater Elevation 0.00 ft Discharge Coefficii 3.33 US Crest Length 4.00 ft Number of Contrac 0 Attribute Minimum Maximum Increment Headwater Elevation 100.00 100.20 0.02 Headwate Discharge Velocity Elevation (ft) (Cfs) (ft/s) 100.00 N/A N/A 100.02 0.04 0.47 100.04 0.11 0.67 100.06 0.20 0.82 100.08 0.30 0.94 100.10 0.42 1.05 100.12 0.55 1.15 100.14 0.70 1.25 100.16 0.85 1.33 100.18 1.02 1.41 100.20 1.19 1.49 t:\...\flowmaster\catch basin wier.fm2 01/21/04 01:47:34 PM © Haestad Methods, Inc. Project Design Consultants 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Dick Isaac FlowMaster v6.1 [614o] Page 1 of 1 Table Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Weir-3 Type Sharp Crested Rectangul Solve For Discharge Input Data Crest Elevation 00.00 ft Tailwater Elevation 0.00 ft Discharge Coefficif 3.33 US Crest Length 6.00 ft Number of Contrac 0 Attribute Minimum Maximum Increment Headwater Elevation 100.00 100.20 0.02 Headwate Discharge Velocity Elevation (ft) (cfs) (ft/s) 100.00 N/A N/A 100.02 0.06 0.47 100.04 0.16 0.67 100.06 0.29 0.82 100.08 0.45 0.94 100.10 0.63 1.05 100.12 0.83 1.15 100.14 1.05 1.25 100.16 1.28 1.33 100.18 1.53 1.41 100.20 1.79 1.49 t:\...\flowmaster\calch basin wier.fm2 01/21/04 01:47:55 PM © Haestad Methods, Inc. Project Engineer: Dick Isaac Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofl Table Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Weir - 4 Type Sharp Crested Rectangul Solve For Discharge Input Data Crest Elevation 00.00 ft Tailwater Elevation 0.00 ft Discharge Coefficif 3.33 US Crest Length 8.00 ft Number of Contrac 0 Attribute Minimum Maximum Increment Headwater Elevation 100.00 100.20 0.02 Headwate Discharge Velocity Elevation (ft) (Cfs) (fVs) 100.00 N/A N/A 100.02 0.08 0.47 100.04 0.21 0.67 100.06 0.39 0.82 100.08 0.60 0.94 100.10 0.84 1.05 100.12 1.11 1.15 100.14 1.40 1.25 100.16 1.70 1.33 100.18 2.03 1.41 100.20 2.38 1.49 t:\...\flowmaster\catch basin wier.fm2 01/21/04 01:48:19 PM © Haestad Methods, Inc. Project Engineer: Dick Isaac Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 F Type Catch Basin 4 ft X 4 ft Box The maximum allowable flow rate is determined using the orifice flow equation, as follows: Q„,ax=CA^2gh, where C = Coefficient of discharge (0.63) from Table 4-6, King's Handbook of Hydraulics; A = Area of clean opening (3 feet x 0.65 foot = 1.94 ft per opening); g = Gravitational acceleration (32.2 ft/sec^); and h = Distance from bottom of opening to water surface. Therefore, For water ponded to 6 in. Qmcvc = (0.62)1.94V(2)(32.2)(0.5) = 4.25 cfs per opening. Required number of openings: Inlet Location e(cfs) Head, h (feet) Single Opening Capacity (cfs) Number Of Openings Total Flow 5-1-37.20 0.43 6 inches 4.25 1 0.43 PROJECT PROJECTDESIGN CONSULTANTS PLANNING ENGINEERING SURVEYING 701 B Street, Suite 720, San Diego, CA 92101 (619) 235-6471 • Fax (619) 234-0349 PAGE _ JOB NO. / OF, DRAWNBY ^/e^^si /2.AA)a^ pA'i<r Amrd.Me DATE DATE SUBJECT Co/'b TT/xf^^ C^cyPc (%(c<//aA^a^y\ /AV 14 f^eop. - 5 c/i, i/eyO/'^yC^ a,Z-7' 1.^