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HomeMy WebLinkAboutCT 02-14-03; BRESSI RANCH PA UNIT 3; DRAINAGE REPORT; 2003-11-01DRAINAGE REPORT BRESSI RANCH RESIDENTIA. PLANNING AREAS 6,7,(8J9,10, and 12 CARLSBAD, CALIFORNIA NOVEMBER 2003 VOLUME I Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 PROJECTDESIGN CONSULTANTS PLANNING • ENVIKONMENTAI • ENGINEERING • SURVEY/GPS 701 B Street, Suite 800, San Diego, CA 92101 619-235-6471 FAX 619-234-0349 ^pr.-T—> \fV:-. ' Prepared By: .a- Job No. 2407.30 Q Gregory M. Shields RCE 42951 Registration Expires 03/31/04 |jj X o z < _l CL # TABLE OF CONTENTS Section P^g^ 1.0 INTRODUCTION 1 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY 3 2.1 Proposed Drainage Improvements 3 2.2 Backbone Storm Drain Revisions 3 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 4 3.1 Hydrology Criteria 4 3.2 Hydrology Methodology 5 3.3 Explanation of AES Rational Method Software 6 4.0 HYDROLOGY ANALYSIS RESULTS 7 5.0 HYDRAULIC CRITERIA 9 5.1 Hydraulic Criteria ^ 5.2 Hydraulic Methodology 9 5.3 Explanation of the AES Pipeflow Hydraulic Software 9 6.0 HYDRAULIC ANALYSIS RESULTS 10 7.0 CONCLUSION 11 FIGURES P^g^ 1.0 Vicinity Map TABLES P^g^ 1.0 Hydrology Criteria 2.0 Backbone and In-Tract Hydrology Comparison 7 3.0 Hydraulic Criteria ^ APPENDICES 1.0 Rational Method Computer Output, Ultimate Conditions 1.1 Planning Area 6: System 200 1.2 Planning Area 7: Systems 200, 204, 5000, 5030 1.3 Planning Area 8: Systems 5025, 5038, 5039, 5055, 5062, 5070 i T:\WaterResources\2407.3-Bressi Residential\2°' Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 1.4 Planning Area 9: Systems 5036, 5050 1.5 Planning Area 10: System 300 1.6 Planning Area 12: Systems 1200, 5085, 5086, 5095 1.7 Backbone System 2.0 Rational Method Computer Output, 2 Year Conditions 2.1 Summary of Velocities 2.2 Planning Area 6 2.3 Planning Area 7 2.4 Planning Area 8 2.5 Planning Area 9 2.6 Planning Area 10 2.7 Planning Area 12 3.0 Curb Inlet Size and Alley Flow Calculations 4.0 Catch Basin Size Calculations 5.0 Comparison of Rational and Pipeflow Node Numbers 6.0 Pipeflow File Name Index 7.0 Pipeflow Computer Output 7.1 100 Series Files 7.2 200 Series Files 7.3 5000 Series Files 7.4 7000 Series Files EXHIBITS A Rational Method Hydrology Boundaries Map, Ultimate Conditions, Sheet 1 &2of 2 B Pipeflow Hydraulic Node Numbers Map, Ultimate Conditions, Sheet 1 & 2 of 2 TAWater Resources\2407.3-Bressi Residential\2'^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 1.0 INTRODUCTION This drainage report has been prepared in support of the design of the in-track storm drain improvements for Bressi Ranch Planning Areas (PA's) 6 through 10 and 12 (Project). The Project is located in the City of Carlsbad (City) and is bounded by Palomar Airport Road to the north, future El Fuerte Street to the east. El Camino Real to the west, and Poinsettia Drive to the south. Refer to Figure 1: Vicinity Map, for the project location. The PA's consist of residential, industrial, and commercial lots, open space and recreational area land uses. Note that the overall Bressi Ranch development will have been mass graded in preparation for the Project precise grading and construction of the PA storm drain improvements. From a drainage standpoint, the mass grading will also include final design of the backbone storm drainpipe system, temporary desilting basins and roadway improvements. From a regional drainage standpoint, drainpipe laterals from the PA's convey Project storm runoff to the mass grading "backbone" storm drainpipe system. These systems are identified in the approved drainage report prepared by ProjectDesign Consultants (PDC) titled "Drainage Report for Bressi Ranch Mass Grading"(Mass Grading Report)", dated February 2003. Additionally, Project storm runoff ultimately drains, via the backbone system, to 1) the El Fuerte Street/Greenhaven intersection prior to conveyance to the El Fuerte Street detention basin, and 2) the Alicante Street backbone storm drainpipe system prior to conveyance to the Alicante detention basin. The Project storm water runoff will be treated per State NPDES construction and municipal stormwater permit requirements. The post-construction BMPs for the Project were developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch, dated April 2002, and the Bressi Ranch Residential TM SWMP dated September 2002. The water quality plan presented in the Resdiential TM SWMP consists of the following treatment control (structural) and source control BMPs: 1) Continuous 1 T:\Water Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc MELROSE DRIVE POINSETTIA LANE Figure 1: Vicinity Map TAWater Resources\2407.3-Bressi ResidentialVZ"* Sub PAIO 10-3-03\Report\24073DR2ndsub.doc Deflective Separation Units (CDS Units) at key backbone storm drain outfall locations as the main BMP for the project, 2) permanent landscaping, 3) good-housekeeping, 4) education, and 5) curb-inlet stenciling. Additional water quality benefits will be realized through the onsite parks, open space areas, and the two proposed flood control detention facilities for Bressi Ranch. The constmction phase BMPs will be addressed in the NPDES Storm Water Management Plan (SWPPP) for the project. 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY This report provides Project ultimate condition 100-year storm flows for the design of the Project storm drain system, which connect to the mass grading backbone systems. The final engineering hydrology is based on the layout of the actual Project drainpipe system, which in contrast to the mass grading hydrology, was based on a concept layout of the drainpipe system. The latter approach is consistent with typical drainage practice, since final engineering drainage system layout was unknown prior to the first submittal of the Mass Grading Report. See Exhibit A for the final engineering hydrology maps. The following section provides a description of the proposed Project final engineering drainage improvements. 2.1 Proposed Drainage Improvements The Project consists of final grading and construction of approximately 499 single-family lots, commercial lots, open space, recreational areas, streets and utilities. Storm drain improvements include reinforced concrete pipe (RCP), curb inlets, and catch basins. The concrete brow ditches and water quality CDS Units are addressed in the Mass Grading Report, and will be constructed as part of the mass grading and backbone storm drain improvements for the overall Bressi Ranch project. 3 TAWater Resources\2407.3-Bressi Residential\2"' Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 2.2 Backbone Storm Drain Revisions Minor revisions to the backbone storm drainpipe system will be required due to utility conflicts and modifications to the original drainage pattems in the mass grading drainage analysis. Therefore, the Project drainpipe grades, lengths, and point-of-connection to the backbone system reflect these revisions. It is important to underscore that the revisions will be made to the backbone storm drain improvements plans via a construction change to the approved plans and will be addressed in a separate mass grading addendum drainage report. Specifically these revisions include: 1) modification of 4 curb inlet sizes due to minor relocations and changes in the runoff hydrology, and 2) modification of 7 stub connections to the residential drainpipe systems due to flow line elevation changes. The elevation changes vary from 0.1 foot to 0.8 foot and do not affect the backbone drainpipe system sizes 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 model used in the computations. Table 1 below summarizes the hydrology critiria. Table 1: Hydrology Criteria 4 TAWater Resources\2407.3-Bressi Residential\2°^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc Design Storm: lOO-year, 6-hour storm. Land Use: Existing, mass graded and ultimate open space, roadway, single- and multifamily residential, and industrial. Runoff Coefficients: Baspd '^n rptpria prp.sp,ntp,H in the. County of San Diego Hvdrologv Manual. Open Space, C = 0.45 Single Family Residential, C = 0.55 Multi-Family Residential, C = 0.70 Commercial, C = 0.85 Industrial, C = 0.95 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. Minimum Tc = 6 min used per County of San Diego Hydology 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 lOO-year storm flow runoff for the design of the storm drain improvements. The 2-year storm runoff was also calculated to determine pipeflow velocities for the 2-year storm per City requirements. The goal of the design analysis was to: • Determine detailed design storm flows for the sizing of the internal PAs drainpipe system and drainpipe laterals that connect to the mass grading backbone systems. From an analytical perspective, the in-tract hydrology was prepared using the actual street grades and storm drain system layout, in contrast to the mass grading hydrology, which was determined using estimates of the street grades and conceptual drainpipe system layout. • Identify differences in storm flows between the in-tract and mass grading hydrologic analyses to determine if revisions are required to the mass grading backbone system and/or to the El Fuerte Street detention basin. TAWater Resources\2407.3-Bressi ResidentialVZ"' Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 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 1 for the In-tract Residential and Backbone hydrology Rational Method computer output and Exhibit A for the Project hydrology boundaries maps. 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 lOO-year and 2-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 Survev for San Diego Countv. The rainfall intensity distribution and runoff coefficients utilized 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 perfonning 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: CODE 0: ENTER Comment CODE 1: CONFLUENCE analysis at node CODE 2: INITIAL subarea analysis 6 TAWater Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 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-SPECIFIED hydrology data at a node CODE 8: ADDITION of subarea mnoff 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 fimctions CODE 16: USER-SPECIFIED Source Flow at a node 4.0 HYDROLOGY ANALYSIS RESULTS The hydrology results presented herein were used to: 1) size the Project storm drainpipe systems within planning areas 6 through 10 and 12, and 2) determine if revisions are required to the mass grading backbone system and/or to the El Fuerte Street or Alicante detention basins. Table 2 below provides in-tract final design and mass grading storm flows for the in-track lateral drainpipes that connect to the backbone system and at key points along the backbone system. The table also shows the Rational Method node numbers at these locations, noting that these numbers reflect the same point in the in-tract and mass grading hydrologic analyses. This approach allows for a one-to-one comparison of the Project in-tract, mass grading, and Alicante and El Fuerte Street storm flows. The latter comparison was used to determine if modifications of the basins are required. 7 TAWater Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc Table 2: Backbone and In-Tract Hydrology Comparison Flow Comparison of Backbone to In-Tract Planning System Node Backbone In-Tract Area Number Flow (cfs) Flow (cfs) 6 200 200.0 81.0 79.1 6 200 210.0 71.7 68.1 7 200 230.0 42.4 35.2 7 200 235.0 36.2 33.9 7 5000 5032.9 24.6 24.4 8 5000 5012.0 14.4 13.3 9 5000 5010.0 42.9 43.6 10 100 102.0 49.9 50.1 12 5000 5007.0 14.7 14.7 12 5000 5002.0 47.7 47.7 12 5000 5000.0 155.3 155.4 12 7000 7007.9 22.2 20.5 In general, the resuks ofthe in-tract and mass grading hydrology comparative analysis show that the storm runoff values, under in-tract conditions, are equal to or less than those developed under mass-grading conditions. However, there are two system locations where the mass grading flows are slightly higher than the in-track flows. The systems affected by the increase are Systems 5000 and 100. Note that the differences in flow are relatively minor (less than 1 cfs) and do not affect the sizing of the backbone drainpipe system or the El Fuerte Street and Alicante detention basins. See Appendix 1 for the Project Rational Method computer output for the 1 OO-year storm and Appendix 2 for the 2-year storm. See Exhibit A for the drainage maps. TAWater Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc 5.0 HYDRAULIC CRITERIA The following section discusses the criteria employed in the hydraulic design of the storm drainage facilities. 5.1 Hydraulic Criteria Table 3 summarizes the hydraulic criteria used in the design of the storm drain improvements. Table 3. Hydraulic Criteria Underground storm drainpipe systems 100-year open channel flow where possible, or lOO-year storm HGL below the inlet opening and below cleanout top-of-rim elevations. 2-year pipeflow velocity of at least 4 fps where possible Curb Inlets City of Carlsbad capacity formula for inlets on grade, and 2 CFS/ft for inlets in sump; minimal by-pass. Catch Basins Oriflrp. flnw equation. King's Handbook of Hvdraulics. 5.2 Hydraulic Methodology The AES Pipeflow software hydraulic model was used to determine the HGL for the storm drainpipe system improvements. The curb inlets were designed for the lOO-year storm event using the City of San Diego Hydrology Manual formulas and nomographs. 5.3 Explanation of the AES Pipeflow Hydraulic Software The AES Pipeflow model was used to determine the hydraulic grade line for the storm drainpipe improvements for this project. The AES computational procedure is based on solving BrnouUi'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 principals to calculate data such as cross sectional area, velocity, wetted perimeter, nonnal depth, critical depth, and pressure and momentum. Model input basically includes storai drain facility 9 TAWater Resources\2407.3-Bressi Residential\2°' Sub PAIO 10-3-03\Report\24073DR2ndsub.doc geometry, inverts, lengths, confluence angles, and downstream/upstream boundary conditions, i.e., initial water surface elevations. The code numbers and their meanings are as follows: CODE 0: ENTER comments CODE 1: FRICTION losses 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 HYDRAULIC ANALYSIS RESULTS The storai drain improvements for the Project generally consist of a series of drainpipes and inlets that convey Project runoff to the Bressi Ranch mass grading backbone storm drainpipe systems. The Project storm drainpipes were designed for open channel flow for the lOO-year storm event. However, due to junction losses a few segments of the drainpipe are under pressure. As a result, watertight joints will be used at these locations. Based on the results of the hydrology analysis, there were several locations within the backbone storm drainpipe system where flows increased from the mass grading design. However, since these increases were minor (all less than 1 cfs), the backbone storai drainpipe hydraulics were not reanalyzed to reflect these minor differences. Resuks ofthe 2-year storm pipeflow analysis are provided in Appendix 2.1, and indicate that all but three pipe segments have velocities of 4 fps or higher. Three 18-inch lateral segments have 10 TAWater Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc velocities of less than 4 fps due to: 1) relatively low 2-year flowrates of less than 1 cfs, and 2) relatively flat pipe slopes governed by utility crossings and tie-in elevations to the mainline. The velocities within these three laterals range from 3.37 to 3.60 fps, which is considered sufficient to provide pipe cleansing within the laterals. See Appendix 6 for an Index of In-Tract Residential Pipeflow File Names, Appendix 7 for the AES Pipeflow hydraulic analysis Computer Output, and Exhibit B for the AES Pipeflow node number locations map. A comparison table of Rational and Pipeflow Node Numbers is provided in Appendix 5.0. 7.0 CONCLUSION This drainage report has been prepared in support of the design of the in-track storm drain improvements for Bressi Ranch Planning Areas (PA's) 6 through 10 and 12 (Project). The Project is located in the City of Carlsbad (City) and is bounded by Palomar Airport Road to the north, future El Fuerte Street to the east. El Camino Real to the west, and Poinsettia Drive to the south. Refer to Figure 1: Vicinity Map, for the project location. The PA's consist of residential, industrial, and commercial lots, open space and recreational area land uses. Note that the overall Bressi Ranch development will have been mass graded in preparation for the Project precise grading and constmction of the PA storm drain improvements. From a drainage standpoint, the mass grading will also include final design of the backbone storm drainpipe system, temporary desilting basins and roadway improvements. From a regional drainage standpoint, drainpipe laterals from the PA's convey Project storm runoff to the mass grading "backbone" storm drainpipe system. These systems are identified in the approved drainage report prepared by ProjectDesign Consukants (PDC) titled "Drainage Report for Bressi Ranch Mass Grading"(Mass Grading Report)", dated February 2003. Additionally, Project storm runoff ultimately drains, via the backbone system, to 1) the El Fuerte Street/Greenhaven Drive intersection prior to conveyance to the El Fuerte Street detention basin, 11 TAWater Resources\2407.3-Bressi Residential\2'^ Sub PAIO lG-3-03\Report\24073DR2ndsub.doc and 2) the Alicante Street backbone storm drainpipe system prior to conveyance to the Alicante detention basin. The results of the hydrologic and hydraulic analysis indicate the lOO-year storm will have no adverse impact on the mass grading backbone storm drainpipe system or the downstream El Fuerte Street detention basin. 12 TAWater Resources\2407.3-Bressi Residential\2"^ Sub PAIO 10-3-03\Report\24073DR2ndsub.doc APPENDIX 1 RATIONAL METHOD COMPUTER OUTPUT ULTIMATE CONDITIONS APPENDIX 1.1 PLANNING AREA 6 SYSTEM: 200 HYDROLOGY FILES File System PA 205 200 6 I325W2TIV 200 6 206 1 200 6 206 2 200 6 200 200 7 5028 5030 7 201 0 200 7 203 1 200 7 204_1 200 7 204 2 200 7 . 205B: 200 7 5000A 5000 7 5025 5025 8 5038 5038 8 5039 5039 8 5055 5055 8 5062 5062 8 5070 5070 9 5030 5036 9 c 5050 5050 9 300 300 10 1201 1200 ' 12 5085 5085 ' 12";'" 5086 5086 • 12 " 5095 5095 -. 12 5022 5022 ~ 132M061 130 13251081 122 1325-21 2000 -- 1325-3U 3000 - 13254001 400 1325-41 4000 ~ 1325-6U 6000 1325B00I 800 1325Wil 100 , 5000TM 5000 ELCMU1 1 — ELGMU2 2 *******,******************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 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 - RESIDENTIAL ULTIMATE CONDITIONS HYDROLOGY * * PA-6: NODES 205.51 TO 205.53 * * lOO-YEAR STORM EVENT ****************************************^ r********************************** FILE NAME: 205.DAT TIME/DATE OF STUDY: 10:40 10/24/2002 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) __[^[__ "l ~2o'.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 205.51 TO NODE 205.52 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 = 135.00 UPSTREAM ELEVATION = 3 62.40 DOWNSTREAM ELEVATION = 3 61.05 ELEVATION DIFFERENCE = 1-35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.503 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.78 ******************************************************* ********************* FLOW PROCESS FROM NODE 205.52 TO NODE 205.53 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 359.10 DOWNSTREAM ELEVATION(FEET) = 350.00 STREET LENGTH(FEET) = 5 00.00 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 Bacl<:-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 14.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.655 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1-65 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) = 4.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.59 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 205.51 TO NODE 205.53 = 635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.53 TO NODE 205.50 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 356.30 DOWNSTREAM(FEET) = 354.00 FLOW LENGTH(FEET) = 4 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.10 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.94 LONGEST FLOWPATH FROM NODE 205.51 TO NODE 205.50 = 683.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1-98 TC(MIN.) = 14.94 PEAK FLOW RATE(CFS) = 4.10 END OF RATIONAL METHOD ANALYSIS **************1 ************************************************************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACfCAGE 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS SYSTEM 200 ' * PA-6 : SYSTEM 200 BACKBONE SYSTEM NODES 203 TO 2210 ^ * FILE NAME: 1325W2TM.DAT ************************************************************************** FILE NAME: 1325W2TM.DAT TIME/DATE OF STUDY: 15:35 02/05/2003 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 = 0.85 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 25. 0 20 . 0 0. 020/0. 020/ ---0 .50 1. 50 0 . 0312 0. 125 0 .0150 3 12 . 0 7 .0 0. 020/0. 020/ 0 .50 1. 50 0. 0312 0 . 125 0 .0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.24 RAIN INTENSITY(INCH/HOUR) = 4.38 TOTAL AREA(ACRES) = 10.72 TOTAL RUNOFF(CFS) = 33.86 ************* *************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 3 66.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 13.07 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.86 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 204.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 11.50 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.86 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.30 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20,60 RAIN INTENSITY(INCH/HOUR) = 2.96 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 1.91 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 20.60 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.86 11.50 4.312 10.72 2 1.91 20.60 2.960 1.15 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 35.17 11.50 4.312 2 25.15 20.60 2.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.17 Tc(MIN.) = 11.50 TOTAL AREA{ACRES) = 11.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 204.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 66.00 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.17 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 11.83 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.00 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 205.20 TO NODE 205.20 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.44 RAIN INTENSITY(INCH/HOUR) = 3.42 TOTAL AREA(ACRES) = 1.87 TOTAL RUNOFF(CFS) = 3.55 **************************************************************************** FLOW PROCESS FROM NODE 205.20 TO NODE 205.20 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.) = 16.44 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55 **************************************************************************** FLOW PROCESS FROM NODE 205.20 TO NODE 205.20 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.74 RAIN INTENSITY(INCH/HOUR) = 2.95 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 205.20 TO NODE 205.20 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.) = 20.74 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 1-15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.55 16.44 3.424 1.87 2 1.92 20.74 2.947 1.15 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 5.20 16.44 3.424 2 4.98 20.74 2.947 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.20 Tc(MIN.) = 16.44 TOTAL AREA(ACRES) = 3.02 LONGEST FLOWPATH FROM NODE 0,00 TO NODE 205.20 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.20 TO NODE 205.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 361.00 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.20 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 16.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.20 16.45 3.422 3.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.00 = 460.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.17 11.83 4.232 11.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.00 = 450.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 39.38 11.83 4.232 2 33.64 16.45 3.422 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.38 Tc(MIN.) = 11.83 TOTAL AREA(ACRES) = 14.89 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 360.00 DOWNSTREAM(FEET) = 355.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.79 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.38 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 12.09 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.50 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.50 TO NODE 205.50 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.) = 12.09 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 14.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 9.38 **************************************************************************** FLOW PROCESS FROM NODE 205.53 TO NODE 205.50 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.94 RAIN INTENSITY(INCH/HOUR) = 3.64 TOTAL AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 4.10 **************************************************************************** FLOW PROCESS FROM NODE 205.53 TO NODE 205.50 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.) = 14.94 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.38 12.09 4.173 14.89 2 4.10 14.94 3.641 1.98 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 42.95 12.09 4.173 2 38.46 14.94 3.641 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.95 Tc(MIN.) = 12.09 TOTAL AREA(ACRES) = 16.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.50 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.50 TO NODE 206.00 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 355.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.64 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.95 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 12.78 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 206.00 = 1260.00 FEET. ***********************,**************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 12.78 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 16.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.95 **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.86 RAIN INTENSITY(INCH/HOUR) = 3.65 TOTAL AREA(ACRES) = 10.82 TOTAL RUNOFF(CFS) = 22.80 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 10.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.95 12.78 4.028 16.87 2 22.80 14.86 3.654 10.82 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 68.09 12.78 4.028 2 61.77 14.86 3.654 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.09 Tc(MIN.) = 12.78 TOTAL AREA(ACRES) = 27.6 9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 206.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 328.00 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.82 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.09 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.88 LONGEST FLOVJPATH FROM NODE 0.00 TO NODE 210,00 = 1360,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 12.88 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 27.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.09 **************************************************************************** FLOW PROCESS FROM NODE 210.10 TO NODE 210.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.34 RAIN INTENSITY(INCH/HOUR) = 3.92 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 1-37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 210.20 TO NODE 210.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.73 RAIN INTENSITY(INCH/HOUR) = 3.85 TOTAL AREA(ACRES) = 3.53 TOTAL RUNOFF(CFS) = 7.61 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 3-53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.09 12.88 4.007 27.69 2 3.00 13.34 3.917 1.37 3 7.61 13.73 3.845 3.53 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 79,09 12,88 4.007 2 77.04 13.34 3.917 3 75.90 13.73 3.845 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 79.09 Tc(MIN.) = 12.88 TOTAL AREA(ACRES) = 32.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 317.00 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.20 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.09 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 115.00 = 1560.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 32.59 TC(MIN.) = 13.04 PEAK FLOW RATE(CFS) = 79.09 END OF RATIONAL METHOD ANALYSIS **********************************' :*************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 6 - BRESSI RANCH ' * SYSTEM 206_1 ************************************************************************** FILE NAME: 206_1.DAT TIME/DATE OF STUDY: 09:15 09/18/2003 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 30.0 20 . 0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 15 . 0 0.020/0.020/0.020 0.50 1.50 0.0313 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 206.10 TO NODE 206.20 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 = 135.00 UPSTREAM ELEVATION = 362.40 DOWNSTREAM ELEVATION = 361.05 ELEVATION DIFFERENCE = 1.35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.503 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310 SUBAREA RUNOFF(CFS) = 0.7 8 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.78 c************************************* ************************************** FLOW PROCESS FROM NODE 206.20 TO NODE 206.21 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<« ' »»> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 359.78 DOWNSTREAM ELEVATION(FEET) = 348.62 STREET LENGTH(FEET) = 352.50 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) = 3.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1-02 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 13.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.927 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S- CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.75 TOTAL AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 6 HALFSTREET FLOOD WIDTH(FEET) = 11.71 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.21 = 487.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.21 TO NODE 206.22 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 43.71 DOWNSTREAM(FEET) = 342.45 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.30 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.22 = 495.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.22 TO NODE 206.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 342.12 DOWNSTREAM(FEET) = 323.03 FLOW LENGTH(FEET) = 516.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 14.22 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.30 = 1011.75 FEET. ****************** FLOW PROCESS FROM NODE 206,30 TO NODE 206,30 IS CODE >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 2-53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 **************************************************************************** FLOW PROCESS FROM NODE 206.23 TO NODE 205.24 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 = 150.00 UPSTREAM ELEVATION = 349.50 DOWNSTREAM ELEVATION = 348.00 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 206.24 TO NODE 206.25 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 3 44.20 DOWNSTREAM ELEVATION(FEET) = 330.08 STREET LENGTH(FEET) = 473.00 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) = 3.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =. 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 14.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.705 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.69 SUBAREA RUNOFF(CFS) = 5.48 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0 37 HALFSTREET FLOOD WIDTH(FEET) = 12.41 FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1-40 LONGEST FLOWPATH FROM NODE 206.23 TO NODE 206.25 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.25 TO NODE 206.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 324.68 DOWNSTREAM(FEET) = 323.03 FLOW LENGTH(FEET) = 8.30 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.) = 17.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.19 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.55 LONGEST FLOWPATH FROM NODE 206.23 TO NODE 206.30 = 631.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 206.30 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.55 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 **************************************************************************** FLOW PROCESS FROM NODE 206.26 TO NODE 206.27 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 = 360.10 DOWNSTREAM ELEVATION = 3 58.90 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 206.27 TO NODE 206.28 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 3 5 8.10 DOWNSTREAM ELEVATION(FEET) = 330.08 STREET LENGTH(FEET) = 648.00 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) = 1.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0,81 STREET FLOW TRAVEL TIME(MIN.) = 3.35 TciMIN.) = 14.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 1-18 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1-00 LONGEST FLOWPATH FROM NODE 206.26 TO NODE 206.28 = 768.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.28 TO NODE 206.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 323.29 DOWNSTREAM(FEET) = 323.03 FLOW LENGTH(FEET) = 22.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.56 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.27 LONGEST FLOWPATH FROM NODE 206.26 TO NODE 206.30 = 790.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 206.30 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.) = 14.27 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.53 14.22 3.760 2.53 2 6.19 14.55 3.704 3.00 3 2.56 14.27 3.751 1.18 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 14.19 14.22 3.760 2 14.20 14.27 3.751 3 14.17 14.55 3.704 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.20 Tc(MIN.) = 14.27 TOTAL AREA(ACRES) = 6.71 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.30 = 1011.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 206.40 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 322.53 DOWNSTREAM(FEET) = 316.84 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.88 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.20 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 14.90 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.40 = 1346.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.40 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.) = 14.90 RAINFALL INTENSITY(INCH/HR) =3.65 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.20 **************************************************************************** FLOW PROCESS FROM NODE 206.41 TO NODE 206.42 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 = 115.00 UPSTREAM ELEVATION = 357.13 DOWNSTREAM ELEVATION = 356.15 ELEVATION DIFFERENCE = 0.98 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.198 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.386 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.46 ************ **************************************************************** FLOW PROCESS FROM NODE 206.42 TO NODE 206.43 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 3 56.15 DOWNSTREAM ELEVATION(FEET) = 328.80 STREET LENGTH(FEET) = 556.00 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 * *r *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.3 6 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 13.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.907 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.82 SUBAREA RUNOFF(CFS) = 8.21 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDJ^ULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.82 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.43 = 671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.43 TO NODE 206.44 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 328.80 DOWNSTREAM ELEVATION(FEET) = 324.61 STREET LENGTH(FEET) = 186.50 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) = 8.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1-57 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 14.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.755 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S-C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) = 8.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.17 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.44 = 857.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.44 TO NODE 206.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.01 DOWNSTREAM(FEET) = 317.34 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 14-20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.87 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.40 = 865.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.40 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.) = 14.26 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.20 14.90 3.648 6.71 2 8.87 14.26 3.753 4.11 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 22.67 14.26 3.753 2 22.82 14.90 3.648 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.82 Tc(MIN.) = 14.90 TOTAL AREA(ACRES) = 10.82 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.40 = 1346.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 316.34 DOWNSTREAM(FEET) = 313.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.82 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.93 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.00 = 1376.75 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.82 TC(MIN.) = 14.93 PEAK FLOW RATE(CFS) = 22.82 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 (aesl Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - ULTIMATE CONDITIONS RESIDENTIAL HYDROLOGY ' * PA - 6: NODES 210.21 TO 210.20 * 1OO-YEAR STORM EVENT: SYSTEM 206_2 ************************************************************************** FILE NAME: 206_2.DAT TIME/DATE OF STUDY: 15:17 02/05/2003 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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.5 0 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 210.21 TO NODE 210.22 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 = 130.00 UPSTREAM ELEVATION = 350.10 DOWNSTREAM ELEVATION = 348.80 ELEVATION DIFFERENCE = 1.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 SUBAREA RUNOFF(CFS) = 1-15 TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 210.22 TO NODE 210.20 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« >»»( STREET TABLE SECTION # 1 USED) <«<< UPSTREAM ELEVATION(FEET) = 348.30 DOWNSTREAM ELEVATION(FEET) = 316.50 STREET LENGTH(FEET) = 62 0.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 4.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 13.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.849 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.05 SUBAREA RUNOFF(CFS) = 6.46 TOTAL AREA(ACRES) = 3.53 PEAK FLOW RATE(CFS) = 7.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 4.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1-78 LONGEST FLOWPATH FROM NODE 210.21 TO NODE 210.20 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.20 TO NODE 210.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 316.50 DOWNSTREAM(FEET) = 316.30 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.61 PIPE TRAVEL TIME(MIN.) = 0.02 Tc{MIN.) = 13.73 LONGEST FLOWPATH FROM NODE 210.21 TO NODE 210.00 = 758.25 FEET.^^^ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.53 TC(MIN.) = 13.73 PEAK FLOW RATE(CFS) = 7.61 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.2 PLANNING AREA 7 SYSTEMS: 200, 204, 5000, 5030 HYDROLOGY FILES File System PA 205 5 200 6 . I325W2TK? 200 6 206 1 200 ' 206 2 200 6' - 200 200 7 5028 5030 7 201 _0 200 7 203_1 200 7 204 1 200 7 204 2 200 7 2058 200 7 5000A 5000 7 5025 5025 8 5038 5038 8 5039 5039 •:""8. 5055 5055 •' "8 • 5062. ' 5062 • v.. '8 5070 5070 -' .9 5030 5036 v' ,9'' • 5050 5050 - '9 • 300 300 .10 1201 1200 12 5085 5085 M 5086 508G 12 5095 5095 12 5022 5022 - 13251061 130 ~ 13251081 122 ~ 1325-21 2000 ~ 1325-3U 3000 ~ 13254001 400 ~ 1325-41 4000 ~ 1325-6U oUOO ~ 13258001. 800 ~ 1325W1I 100 -- - 5000TM 5000 ~ ELCMU1 1 - ELCMU2 2 ~ **************************************************************************** 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. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 7 - BRESSI RANCH * SYSTEM 200 - NODES 200 - 203 ' ************************************************************************** FILE NAME: 200.DAT TIME/DATE OF STUDY: 10:47 02/05/2003 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 200.20 TO NODE 200.20 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** 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) = 375.00 DOWNSTREAM(FEET) = 374.50 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 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.09 LONGEST FLOWPATH FROM NODE 2 00.20 TO NODE 202.00 = 30.00 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.) = 6.09 RAINFALL INTENSITY(INCH/HR) = 6.50 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 203.10 TO NODE 203.70 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 = 385.00 DOWNSTREAM ELEVATION = 3 84.20 ELEVATION DIFFERENCE = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.414 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.103 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 203.70 TO NODE 201.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»>> (STREET TABLE SECTION # 1 USED)<<«< UPSTREAM ELEVATION(FEET) = 384.20 DOWNSTREAM ELEVATION(FEET) = 375.00 STREET LENGTH(FEET) = 275.00 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 Marming's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 14.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.786 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.01 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 8 HALFSTREET FLOOD WIDTH(FEET) = 7.90 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 2 03.10 TO NODE 201.20 = 395.00 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 FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.50 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-) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.12 LONGEST FLOWPATH FROM NODE 203.10 TO NODE 202.00 = 415.00 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 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.12 RAINFALL INTENSITY(INCH/HR) = 3.7 8 TOTAL STREAM AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 202.57 TO NODE 202.58 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 = 120.00 UPSTREAM ELEVATION = 405.20 DOWNSTREAM ELEVATION = 404.00 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.887 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.498 SUBAREA RUNOFF(CFS) = 0.3 8 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 202.58 TO NODE 202.58 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 375.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.38 PIPE TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 10.62 LONGEST FLOWPATH FROM NODE 202.57 TO NODE 202.58 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.58 TO NODE 202.58 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.539 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 17.48 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 17.86 TC(MIN) = 10.62 **************************************************************************** FLOW PROCESS FROM NODE 202.58 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) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.86 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.79 LONGEST FLOWPATH FROM NODE 202.57 TO NODE 202-00 = 925.00 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.) = 10.79 RAINFALL INTENSITY(INCH/HR) = 4.49 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.49 6.09 6.497 0.40 2 2.33 14.12 3.777 1.11 3 17.86 10.79 4.492 5.60 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 16.19 6.09 6.497 2 21.54 10.79 4.492 3 18.80 14.12 3.777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.54 Tc(MIN.) = 10.79 TOTAL AREA(ACRES) = 7.11 LONGEST FLOWPATH FROM NODE 202.57 TO NODE 202.00 = 925.00 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) = 369.20 DOWNSTREAM(FEET) = 368.60 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.54 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 11.02 LONGEST FLOWPATH FROM NODE 202.57 TO NODE 202.50 = 1018.00 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 202.51 TO NODE 202.52 IS CODE = 21 »»>RATIONAL 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 = 1.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.92 9 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 **************************************************************************** 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) = 450.00 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) = 7.3 6 **************************************************************************** FLOW PROCESS FROM NODE 202.53 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) = 400.00 DOWNSTREAM(FEET) = 382.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.43 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.59 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.59 TO NODE 202.59 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 202.54 TO NODE 202.55 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 = 20.00 UPSTREAM ELEVATION = 416.40 DOWNSTREAM ELEVATION = 416.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLTUSTD TIME OF FLOW (MINUTES) = 0.958 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 202.55 TO NODE 202.56 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 416.00 DOWNSTREAM ELEVATION(FEET) = 382.00 STREET LENGTH(FEET) = 900.00 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) = 2.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 4.43 Tc(MIN-) = 10.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4-591 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 4.58 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) = 4.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.71 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 202.54 TO NODE 202.56 = 920.00 FEET. **************************************************************************** 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) = 382.30 DOWNSTREAM(FEET) = 382.00 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 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.89 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 202.54 TO NODE 202.59 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.59 TO NODE 202.59 IS CODE = 11 >>>>>CONFLUENCE MEMORY BT^NK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.89 10.48 4.576 1.10 LONGEST FLOWPATH FROM NODE 202.54 TO NODE 202.59 = 940.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9-43 8.05 5.426 1.90 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.59 = 1030.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.55 8-05 5.426 2 12.84 10.48 4.576 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.55 Tc(MIN.) = 8.05 TOTAL AREA(ACRES) = 3.00 **************************************************************************** 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 FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 382.00 DOWNSTREAM(FEET) = 380.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.40 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.55 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.50 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.50 TO NODE 202.50 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STRETm RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.55 8.46 5.257 3.00 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 202.50 = 1210.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.54 11.02 4.431 7.11 LONGEST FLOWPATH FROM NODE 202.57 TO NODE 202.50 = 1018.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.71 8.46 5.257 2 32.96 11.02 4.431 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.96 Tc(MIN.) = 11.02 TOTAL AREA(ACRES) = 10.11 **************************************************************************** FLOW PROCESS FROM NODE 202.50 TO NODE 203.00 IS CODE = 41 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 68.20 DOWNSTREAM(FEET) = 366.90 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.49 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.96 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 11.24 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 203.00 = 1349.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 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.) = 11.24 RAINFALL INTENSITY(INCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 10.11 PEAK FLOW RATEiCFS) AT CONFLUENCE = 32.96 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.87 RAIN INTENSITY(INCH/HOUR) = 3.37 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 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.) = 16.87 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.96 11.24 4.375 10.11 2 1.16 16.87 3.367 0.61 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 33.86 11.24 4.375 2 26.53 16.87 3.367 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.86 Tc(MIN.) = 11.24 TOTAL AREA(ACRES) = 10.72 LONGEST FLOWPATH FROM NODE 202.51 TO NODE 203-00 = 1349-00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.72 TC(MIN-) = 11.24 PEAK FLOW RATE(CFS) = 33.86 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 7 - BRESSI RANCH ' * SYSTEM 204 ' ************************************************************************** FILE NAME: 204.DAT TIME/DATE OF STUDY: 11:06 09/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 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 0.0313 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 204.10 TO NODE 204.11 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 = 237.00 UPSTREAM ELEVATION = 3 87.10 DOWNSTREAM ELEVATION = 377.60 ELEVATION DIFFERENCE = 9.5 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.595 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.845 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 204.11 TO NODE 204.12 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 377.60 DOWNSTREAM ELEVATION(FEET) = 368.34 STREET LENGTH(FEET) = 33 6.00 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) = 0.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 11.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.203 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 1.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.85 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.12 = 573.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.12 TO NODE 204.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 361.62 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.15 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.01 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.30 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.30 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.) = 12.01 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 204.20 TO NODE 204.21 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 88.20 DOWNSTREAM ELEVATION = 3 87.00 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 204.21 TO NODE 204.22 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 87.00 DOWNSTREAM ELEVATION(FEET) = 368.34 STREET LENGTH(FEET) = 491.50 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) = 0.02 0 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) = 2.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 13.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.941 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.42 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 5.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 5 HALFSTREET FLOOD WIDTH(FEET) = 11.36 FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 204.22 = 611.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.22 TO NODE 204.30 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 62.65 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.67 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.23 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 204.30 = 621.50 FEET- **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.30 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.) = 13.23 RAINFALL INTENSITY(INCH/HR) = 3.94 TOTAL STREAM AREA(ACRES) = 2.6 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.15 12.01 4.192 0.47 2 5.67 13.23 3.939 2.60 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 6.47 12.01 4.192 2 6.75 13.23 3.939 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 Tc(MIN.) = 13.23 TOTAL AREA(ACRES) = 3.07 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 204.30 = 621.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 360.67 DOWNSTREAM(FEET) = 358.53 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 13.43 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 204.00 = 721.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.07 TC(MIN.) = 13.43 PEAK FLOW RATE(CFS) = 6.75 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. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ^ * PLANNING AREA 7 - BRESSI RANCH ' * SYSTEM 5030 ' ************************************************************************** FILE NAME: 502 8.DAT TIME/DATE OF STUDY: 07:33 02/10/2003 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 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 5028.40 TO NODE 5028.50 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 = 100.00 UPSTREAM ELEVATION = 3 90.60 DOWNSTREAM ELEVATION = 389.60 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.7 8 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.78 **************************************************************************** FLOW PROCESS FROM NODE 5028.50 TO NODE 5028.60 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 389.00 DOWNSTREAM ELEVATION(FEET) = 364.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = 14.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.746 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 3.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.95 FLOW VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 5028.40 TO NODE 5028.60 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5028.60 TO NODE 5030.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 364.00 DOWNSTREAM(FEET) = 363.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 ESTIMATED PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.35 LONGEST FLOWPATH FROM NODE 5028.40 TO NODE 5030.00 = 924.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.74 TC(MIN.) = 14.35 PEAK FLOW RATE(CFS) = 3.75 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. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS ^ * PLANNING AREA 7 - BRESSI RANCH ^ * ALLEY X i ************************************************************************** FILE NAME: 201_0.DAT TIME/DATE OF STUDY: 18:02 02/04/2003 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 30.0 20-0 0.018/0.018/0-020 0-67 2-00 0.0312 0.167 0.0150 2 10 . 0 5-0 0-020/0.020/ 0.50 1.50 0.0312 0.125 0.0175 3 20.0 15-0 0.020/0.020/ O.SO 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 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 = 115.00 UPSTREAM ELEVATION = 389.00 DOWNSTREAM ELEVATION = 3 88.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.014 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.795 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 201.10 TO NODE 204.15 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»>>(STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 388.50 DOWNSTREAM ELEVATION(FEET) = 363.40 STREET LENGTH(FEET) = 907.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 6.62 Tc(MIN.) = 20.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.956 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 1.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.25 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.15 = 1022.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.15 TO NODE 205.10 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 363.40 DOWNSTREAM(FEET) = 363.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.10 LONGEST FLOWPATH FROM NODE 4.02 18.00 NUMBER OF PIPES = Tc(MIN.) = 20.74 201.00 TO NODE 205.10 = 1047.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.15 1.92 TC(MIN.) 20.74 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. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS ' * PLANNING AREA 7 - BRESSI RANCH ' * MAIN STREET * ************************************************************************** FILE NAME: 203_1.DAT TIME/DATE OF STUDY: 18:29 02/04/2003 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 10 . 0 5.0 0.020/0.020/ 0.50 1. 50 0.0312 0.125 0.0175 3 20.0 15-0 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 203.10 TO NODE 203.70 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 = 110.00 UPSTREAM ELEVATION = 384.50 DOWNSTREAM ELEVATION = 3 84.20 ELEVATION DIFFERENCE = 0.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.011 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.482 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 203.70 TO NODE 201.20 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 3 USED)««< UPSTREAM ELEVATION(FEET) = 384.20 DOWNSTREAM ELEVATION(FEET) = 377.40 STREET LENGTH(FEET) = 185.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 17.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.337 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.01 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) = 2.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.25 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 203.10 TO NODE 201.20 = 295.00 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 FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 377.40 DOWNSTREAM(FEET) = 377.20 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 2.04 PIPE TRAVEL TIME(MIN.) = 0.03 NUMBER OF PIPES = LONGEST FLOWPATH FROM NODE Tc(MIN.) = 203.10 TO NODE 17.14 202.00 = 305.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.11 2.04 TC(MIN.) 17.14 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS ' * PLANNING AREA 7 - BRESSI RANCH ' * STREET DD ' ************************************************************************** FILE NAME: 204_1.DAT TIME/DATE OF STUDY: 13:12 09/18/2003 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 30 0 20 0 0 018/0 018/0.020 0 67 2 00 0 0313 0 167 0 0150 2 10 0 5 0 0 020/0 020/ 0 50 1 50 0 0313 0 125 0 0175 3 20 0 15 0 0 020/0 020/ ---0 SO 1 50 0 0313 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 204.10 TO NODE 204.11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C-S. CURVE MUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 3 85.00 DOWNSTREAM ELEVATION = 384.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 204.11 TO NODE 204.22 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 3 USED)««< UPSTREAM ELEVATION(FEET) = 384.00 DOWNSTREAM ELEVATION(FEET) = 368.34 STREET LENGTH(FEET) = 583.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.3 0 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 3.37 Tc(MIN.) = 13.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.930 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) = 1.9 8 PEAK FLOW RATE(CFS) = 4.3 3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.93 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.22 = 683.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.22 TO NODE 204.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 362.65 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =4.33 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.30 = 692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.30 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.) = 13.28 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.33 **************************************************************************** FLOW PROCESS FROM NODE 203.80 TO NODE 203.90 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 = 110.00 UPSTREAM ELEVATION = 383.50 DOWNSTREAM ELEVATION = 3 83.3 0 ELEVATION DIFFERENCE = 0.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.327 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.192 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 203.90 TO NODE 204.12 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED)«<« UPSTREAM ELEVATION(FEET) = 383.30 DOWNSTREAM ELEVATION(FEET) = 368.34 STREET LENGTH(FEET) = 335.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC -) = 0-67 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 20.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.999 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.74 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 203.80 TO NODE 204.12 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.12 TO NODE 204.30 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 61.62 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 20.26 LONGEST FLOWPATH FROM NODE 203.80 TO NODE 204.30 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 360.67 DOWNSTREAM(FEET) = 358.53 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 20.51 LONGEST FLOWPATH FROM NODE 203.80 TO NODE 204.00 = 561.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.15 TC(MIN.) = 20.51 PEAK FLOW RATE(CFS) = 1.91 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS ' * PLANNNING AREA 7 - BRESSI RANCH •* * ALLEY Y ' ************************************************************************** FILE NAME: 204_2.DAT TIME/DATE OF STUDY: 10:13 10/09/2003 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) = z= = — — — — — ========= ================= ====== == = = = ====== ===== = = = = = = 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 10.0 5.0 0.020/0.020/ 0.50 1.50 0.0313 0.125 0.0175 3 20.0 15.0 0.020/0.020/ ---0.50 1.50 0.0313 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 204.20 TO NODE 204.21 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 = 100.00 UPSTREAM ELEVATION = 3 86.30 DOWNSTREAM ELEVATION = 3 83.10 ELEVATION DIFFERENCE = 3.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.718 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.097 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 204.21 TO NODE 203.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) <«« UPSTREAM ELEVATION(FEET) = 383.10 DOWNSTREAM ELEVATION(FEET) = 373.16 STREET LENGTH(FEET) = 2 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57 PRODUCT OF DE PTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.82 To(MIN.) = 8.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.225 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.3 0 PEAK FLOW RATE(CFS) = 0.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.72 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.30 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.30 TO NODE 203.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.91 DOWNSTREAM(FEET) = 368.79 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.91 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.20 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.20 TO NODE 203.20 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.) = 8.61 RAINFALL INTENSITY(INCH/HR) = 5.19 TOTAL STREAM AREA(ACRES) = 0.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 203.40 TO NODE 203.50 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) = 8 8 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 386.30 DOWNSTREAM ELEVATION = 383.10 ELEVATION DIFFERENCE = 3.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.718 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.097 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 203.50 TO NODE 203.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 383.10 DOWNSTREAM ELEVATION(FEET) = 373.16 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 8.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.228 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.79 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.20 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.20 TO NODE 203.20 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.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.91 8.61 5.195 0.30 2 0.94 8.53 5.228 0.31 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 1.84 8.53 5.228 2 1.84 8.61 5.195 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.84 Tc(MIN.) = 8.53 TOTAL AREA(ACRES) = 0.61 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.20 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.20 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.46 DOWNSTREAM(FEET) = 367.61 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.00 = 492.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 8.92 PEAK FLOW RATE(CFS) = 1.84 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 License ID 1509 Analysis prepared by: PROJECTDESIGN CONSULTANTS 701 B STREET, SUITE 800 SAN DIEGO, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY * * PLANNING AREA 7 - BRESSI RANCH * * SYSTEM 205 * ************************************************************************** FILE NAME: C:\2244\20SB.DAT TIME/DATE OF STUDY: 15:00 06/24/2002 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 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 205.11 TO NODE 205.12 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 = 200.00 UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 373.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.001 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.21 ***********************************************************************^^*^^ FLOW PROCESS FROM NODE 205.12 TO NODE 205.10 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 373.00 DOWNSTREAM ELEVATION(FEET) = 360.00 STREET LENGTH(FEET) = 400.00 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) = 1.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 16.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.429 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.49 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 205.11 TO NODE 205.10 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.10 TO NODE 205.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 360.00 DOWNSTREAM(FEET) = 358.50 FLOW LENGTH(FEET) = 21.00 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.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUNBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.66 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.44 LONGEST FLOWPATH FROM NODE 205.11 TO NODE 205.00 = 621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 16.44 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 205.13 TO NODE 205.14 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 = 200.00 UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 373.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.001 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.3 3 **************************************************************************** FLOW PROCESS FROM NODE 205.14 TO NODE 205.15 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>>> (STREET TABLE SECTION # 1 USED)<<«< UPSTREAM ELEVATION(FEET) = 373.00 DOWNSTREAM ELEVATION(FEET) = 359.00 STREET LENGTH(FEET) = 441.00 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) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 0 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 16.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.352 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 0.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.86 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 205.13 TO NODE 205.15 = 641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.15 TO NODE 205.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 359.00 DOWNSTREAM(FEET) = 358.50 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.91 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 17.01 LONGEST FLOWPATH FROM NODE 205.13 TO NODE 205.00 = 648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 17.01 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.66 16.44 3.424 1.40 2 0.91 17.01 3.349 0.47 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 3.55 16.44 3.424 2 3.51 17.01 3.349 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.55 Tc(MIN.) = 16.44 TOTAL AREA(ACRES) = 1.87 LONGEST FLOWPATH FROM NODE 205.13 TO NODE 205.00 = 648.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.87 TC(MIN.) = 16.44 PEAK FLOW RATE(CFS) = 3.55 END OF RATIONAL METHOD ANALYSIS ******************************************************.^r*.^**^.jt..jt************** 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. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * 2407.3 - BRESSI RANCH - IN-TRACT HYDROLOGY ' * SYSTEM 5000 - PA-7 - 100 YEAR STORM EVENT ' * ASCOTT AVENUE CHANGES FOR NEW CATCH BASIN ^ ************************************************** * * **-******************** FILE NAME: SOOOA.DAT TIME/DATE OF STUDY: 10:18 03/26/2003 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 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 5001.00 TO NODE 5001.10 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 404.00 DOWNSTREAM ELEVATION = 3 9 5.00 ELEVATION DIFFERENCE = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.246 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 5001.10 TO NODE 5002.20 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.) = 17.86 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 5002.00 TO NODE 5002.10 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 = 20.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 404.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 0.890 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 5002.10 TO NODE 5002.20 IS CODE = 62 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 4 04.50 DOWNSTREAM ELEVATION(FEET) = 394.50 STREET LENGTH(FEET) = 650.00 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) = 1.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 5.10 Tc(MIN.) = 11.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.411 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5002.20 TO NODE 5002.20 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.) = 11.10 RAINFALL INTENSITY(INCH/HR) = 4.41 TOTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.92 17.86 3.246 2.00 2 2.83 11.10 4.411 0.65 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 4.98 11.10 4.411 2 5.00 17.86 3.246 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.00 Tc(MIN.) = 17.86 TOTAL AREA(ACRES) = 2.65 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5002.20 TO NODE 5004.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 7.50 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.) = 14.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 17.87 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5004.00 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.) = 17.87 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STRETm AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 5003.00 TO NODE 5003.10 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 = 100.00 UPSTREAM ELEVATION = 408.20 DOWNSTREAM ELEVATION = 407.00 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.316 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.93 8 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 5003.10 TO NODE 5003.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 392.00 STREET LENGTH(FEET) = 484.00 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) = 2.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 12.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.181 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 3.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.60 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1-05 LONGEST FLOWPATH FROM NODE 5003.00 TO NODE 5003.20 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5003.20 TO NODE 5004.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.44 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.10 LONGEST FLOWPATH FROM NODE 5003.00 TO NODE 5004.00 = 605.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5004.00 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.) = 12.10 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.00 17.87 3.245 2.65 2 3.44 12.10 4.172 1.46 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 7.33 12.10 4.172 2 7.68 17.87 3.245 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.68 Tc(MIN.) = 17.87 TOTAL AREA(ACRES) = 4.11 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5005.50 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 91.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.68 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 18.07 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.50 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.) = 18.07 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.68 **************************************************************************** FLOW PROCESS FROM NODE 5005.10 TO NODE 5005.20 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 = 20.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 404.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 0.890 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.6 2 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 5005.20 TO NODE 5005.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.50 DOWNSTREAM ELEVATION(FEET) = 389.00 STREET LENGTH(FEET) = 700.00 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 = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 10.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.576 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 7.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 7.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.77 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1-02 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.30 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.30 TO NODE 5005.50 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 89.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.62 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.50 = 729.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.50 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.) = 10.50 RAINFALL INTENSITY(INCH/HR) = 4.57 TOTAL STREAM AREA(ACRES) =1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.68 18.07 3.221 4.11 2 7.62 10-50 4-573 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 13.03 10.50 4.573 2 13.05 18.07 3.221 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.05 Tc(MIN.) = 18.07 TOTAL AREA(ACRES) = 6.01 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.00 TO NODE 5008.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 376.00 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.05 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 18.56 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1124.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5008.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 5006.00 TO NODE 5006.10 IS CODE = 21 >»»RATIONAL 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 = 100.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 389.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.67 *************************************************************************** FLOW PROCESS FROM NODE 5006.10 TO NODE 5006.20 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 388.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 2 56.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1-40 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 7.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.906 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 7.44 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 9.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.70 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.20 = 356.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.20 TO NODE 5006.90 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 37 8.00 DOWNSTREAM(FEET) = 377.00 FLOW LENGTH(FEET) = 20.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.11 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 376.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 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.) = 7.09 RAINFALL INTENSITY(INCH/HR) = 5.89 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.11 **************************************************************************** FLOW PROCESS FROM NODE 5006.30 TO NODE 5006.40 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 = 136,00 UPSTREAM ELEVATION = 381,90 DOWNSTREAM ELEVATION = 379.00 ELEVATION DIFFERENCE = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.970 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 5006.40 TO NODE 5006.50 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 379.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 1.00 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) = 1.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 16.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.53 STREET FLOW TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 8.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.35 FLOW VELOCITY(FEET/SEC.) =14.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 LONGEST FLOWPATH FROM NODE 5006.30 TO NODE 5006.50 = 137.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.50 TO NODE 5006.90 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 377.00 FLOW LENGTH(FEET) = 7.30 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.) = 11.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.45 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 5006.30 TO NODE 5006.90 = 144.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 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.) = 8.98 RAINFALL INTENSITY(INCH/HR) = 5.06 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.11 7.09 5.891 2.10 2 2.45 8.98 5.056 0.88 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 11.22 7.09 5.891 2 10.27 8.98 5.056 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.22 Tc(MIN.) = 7.09 TOTAL AREA(ACRES) = 2.98 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 376.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5008.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 377.00 DOWNSTREAM(FEET) = 376.00 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14-8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.19 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.22 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5008.00 = 504.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5008.00 IS CODE = 11 >»>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.22 7.43 5.713 2.98 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5008.00 = 504.50 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.05 18.56 3.166 6.01 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1124.50 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.45 7.43 5.713 2 19.26 18.56 3.166 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.26 Tc(MIN-) = 18.56 TOTAL AREA(ACRES) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5007.14 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) = 375.00 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.26 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.79 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.14 = 1231.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.14 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.) = 18.79 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 8.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.26 **************************************************************************** FLOW PROCESS FROM NODE 5007.11 TO NODE 5007.12 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 = 80.00 UPSTREAM ELEVATION = 383.20 DOWNSTREAM ELEVATION = 3 82.40 ELEVATION DIFFERENCE = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.855 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.103 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 5007.12 TO NODE 5007.13 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<<«< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 382.40 DOWNSTREAM(FEET) = 379.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0136 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 08 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 11.51 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1-84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC,) = 1,80 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.13 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.13 TO NODE 5007.14 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 379.00 DOWNSTREAM(FEET) = 378.50 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 11.65 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.14 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.14 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.) = 11.65 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.26 18.79 3.140 8.99 2 1.84 11.65 4.276 0.76 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 15.99 11.65 4.276 2 20.62 18.79 3.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.62 Tc(MIN.) = 18.79 TOTAL AREA(ACRES) = 9.7 5 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.14 = 1231.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.90 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 378.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.62 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 18.83 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1275.50 FEET. ******, «******«**********************************************************^^^ FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 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.) = 18.83 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 9.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.62 ***************************************************************************^ FLOW PROCESS FROM NODE 5007.30 TO NODE 5007.40 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 = 321.00 UPSTREAM ELEVATION = 380.00 DOWNSTREAM ELEVATION = 374.50 ELEVATION DIFFERENCE = 5.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.823 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.660 SUBAREA RUNOFF(CFS) =1.33 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 1.33 ***********************************************************^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 5007.40 TO NODE 5007.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 374.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 5.55 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.83 LONGEST FLOWPATH FROM NODE 5007.30 TO NODE 5007.90 = 326.55 FEET. *******************************************************jj.*^^^^^^j^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.83 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.3 3 ************************************************************^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 5007.00 TO NODE 5007.10 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 = 100.00 UPSTREAM ELEVATION = 392.40 DOWNSTREAM ELEVATION = 391.40 ELEVATION DIFFERENCE = 1,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.9 00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 5007.10 TO NODE 5007.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 90.50 DOWNSTREAM ELEVATION(FEET) = 374.50 STREET LENGTH(FEET) = 340.00 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) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 11.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.304 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 3.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.20 TO NODE 5007.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 374.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 19.60 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-) = 7.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.55 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.58 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.90 = 459.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 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,) = 11.58 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3-55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.62 18.83 3.136 9.75 2 1.33 14.83 3.658 0.66 3 3.55 11.58 4.293 1.48 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 19.75 11.58 4.293 2 22.03 14.83 3.658 3 24.35 18.83 3.136 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.35 Tc(MIN.) = 18.83 TOTAL AREA(ACRES) = 11.89 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1275.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5015.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 318.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 9.69 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.35 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) =, 19.38 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015.00 = 1594.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 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.) = 19.38 RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 11.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.35 **************************************************************************** FLOW PROCESS FROM NODE 5012.10 TO NODE 5012.20 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 = 100.00 UPSTREAM ELEVATION = 381.00 DOWNSTREAM ELEVATION = 3 80.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.2 6 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5012.20 TO NODE 5012.30 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >>>»( STREET TABLE SECTION # 1 USED)«<<< UPSTREAM ELEVATION(FEET) = 380.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 1.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 12.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.091 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 2.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.42 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5012.30 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5012.30 TO NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 20.50 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.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.98 PIPE TRAVEL TIME(MIN.) = 0-04 Tc(MIN-) = 12.51 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5015.00 = 520.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.98 **************************************************************************** FLOW PROCESS FROM NODE 5013.10 TO NODE 5013.20 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 = 100.00 UPSTREAM ELEVATION = 378.40 DOWNSTREAM ELEVATION = 377.40 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 5013.20 TO NODE 5013.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 377.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 377.00 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) = 1.3 0 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 12.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.7 0 SUBAREA RUNOFF(CFS) = 1-55 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.60 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5013.30 = 477.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5013.30 TO NODE 5015.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN,) = 12.79 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5015.00 = 486.00 FEET. *************************************************************************, FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 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.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.35 19.38 3.079 11.89 2 2.98 12.51 4.083 1.31 3 2.07 12.79 4.025 0.90 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 23.39 12.51 4.083 2 23.64 12.79 4.025 3 28.19 19.38 3.079 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.19 Tc(MIN.) = 19.38 TOTAL AREA(ACRES) = 14.10 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015.00 = 1594.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.10 TC(MIN.) = 19.38 PEAK FLOW RATE(CFS) = 28.19 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.3 PLANNING AREA 8 SYSTEMS: 5025, 5038, 5039,5055, 5062 HYDROLOGY FILES File System PA 205 200 6 I325W2TN/ 200 6 206_1 200 6 206_2 200 6 200 200 7 5028 50.^0 7 201 _0 200 .7 • 203_-1 200 7 204 1 2C0 • 7 204 2 200 7 205B 200 7 5000A 5000 7 5025 5025 8 5038 5038 8 5039 5039 8 5055 5055 8 5062 5062 8 5070 5070 , .,9'.>! 5030 5036 9". : 5050 5050 9 300 300 " 10, 1201 1200 12 5085 oi)8b 12 5086 5086 12 5095 5095 12 5022 5022 - 13251061 130 - 1JJ5108I 122 - 1325-21 2000 1325-3U 3000 ~ 13254001 ' 40Q ~ , 1325-41 4000 1325-6U 6000 -T ' .- 13258001 800 ~ 1325W11 100 - 5000TM 5000 - ELCMU1 1 ~ ELCMU2 2 - ********** ****************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ' * PLANNIG AREA 8 - SYSTEM 5025 ^ * lOO-YEAR STORM EVENT ************************************************************************** FILE NAME: 5025.DAT TIME/DATE OF STUDY: 09:03 10/13/2003 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5030.00 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 = 356.00 UPSTREAM ELEVATION = 372.60 DOWNSTREAM ELEVATION = 358.50 ELEVATION DIFFERENCE = 14.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.220 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1-62 **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.10 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< ""UPSTREAM ELEVATION(FEET) = 358.50 DOWNSTREAM ELEVATION(FEET) = 351.99 STREET LENGTH(FEET) = 259.00 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) = 2.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 7.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.650 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 2.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.25 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.10 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.10 TO NODE 5025.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 346.06 DOWNSTREAM(FEET) = 345.34 FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.20 = 620.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.20 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.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 5.65 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 :**************************** *********************************************** FLOW PROCESS FROM NODE 5025.50 TO NODE 5025.50 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 = 3 0.00 UPSTREAM ELEVATION = 362.70 DOWNSTREAM ELEVATION = 361.70 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.630 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.36 *********************************************** ***************************** FLOW PROCESS FROM NODE 5025.50 TO NODE 5025.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< 'ELEVATION DATA: UPSTREAM(FEET) = 345.52 DOWNSTREAM(FEET) = 345.34 FLOW LENGTH(FEET) = 18.70 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.12 LONGEST FLOWPATH FROM NODE 5025.50 TO NODE 5025.20 = 48.70 FEET. ************ **************************************************************** FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.20 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.) = 6.12 RAINFALL INTENSITY(INCH/HR) = 6.48 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.85 7.57 5.647 0.49 2 0.36 6.12 6.476 0.10 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 2.85 6.12 6.476 2 3.17 7.57 5.647 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.17 Tc(MIN.) = 7.57 TOTAL AREA(ACRES) = 0.59 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.20 = 620.25 FEET, *************** ************************************************************* FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.60 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 345.01 DOWNSTREAM(FEET) = 344.49 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.17 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.60 = 670.25 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.59 TC(MIN.) = 7.73 PEAK FLOW RATE(CFS) = 3.17 END OF RATIONAL METHOD ANALYSIS **************************************** ************************************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 * * PLANNNING AREA 8 - SYSTEM 503 8 * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: 5038.DAT TIME/DATE OF STUDY: 15:55 10/13/2003 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 10.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5038.10 TO NODE 5038.20 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 = 100.00 UPSTREAM ELEVATION = 3 90.50 DOWNSTREAM ELEVATION = 3 89.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5038.20 TO NODE 5038.25 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 389.50 DOWNSTREAM ELEVATION(FEET) = 355.30 STREET LENGTH(FEET) = 93 0.00 CURB HEIGHT(INCHES) = 4.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 5.71 Tc(MIN.) = 15.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) = 3.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.37 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 5038.10 TO NODE 5038.25 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5038.25 TO NODE 5038.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 355.30 DOWNSTREAM ELEVATION(FEET) = 340.90 STREET LENGTH(FEET) = 3 35.00 CURB HEIGHT(INCHES) = 4.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 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 = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.94 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.33 FLOOD WIDTH(FEET) = 10.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 3.99 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.91 SPLIT FLOW(CFS) = 0.48 SPLIT VELOCITY(FEET/SEC.) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 17.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.349 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) = 6.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.00 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 5038.10 TO NODE 5038.30 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5038.30 TO NODE 5040.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 340.90 DOWNSTREAM(FEET) = 340.70 FLOW LENGTH(FEET) = 22.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 17.08 LONGEST FLOWPATH FROM NODE 5038.10 TO NODE 5040.00 = 1387.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.54 TC(MIN.) = 17.08 PEAK FLOW RATE(CFS) = 6.75 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 * PLANNING AREA 8 - SYSTEM 503 9 * FILE: 5039.DAT ' ************************************************************************** FILE NAME: 5039.DAT TIME/DATE OF STUDY: 09:58 02/10/2003 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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5039.00 TO NODE 5039.10 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 = 353.60 DOWNSTREAM ELEVATION = 352,40 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5039.10 TO NODE 5039.30 IS CODE = 62 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 353.00 DOWNSTREAM ELEVATION(FEET) = 337.70 STREET LENGTH(FEET) = 400.00 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) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 13.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.967 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 2.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.90 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 5039.00 TO NODE 5039.30 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 33 7.70 DOWNSTREAM(FEET) = 337.50 FLOW LENGTH(FEET) = 8.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 5039.00 TO NODE 5040.00 = 528.30 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.13 TC(MIN.) = 13.10 PEAK FLOW RATE(CFS) = 2.49 END OF RATIONAL METHOD ANALYSIS ***********t***************************************************************^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS RESIDENTIAL ' * PLANNING AREA 8 - SYSTEM 5055 ' * 100-YR STORM EVENT ' ************************************************************************** FILE NAME: 5055.DAT TIME/DATE OF STUDY: 11:36 10/02/2003 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5056.20 TO NODE 5056.30 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 = 100.00 UPSTREAM ELEVATION = 360.70 DOWNSTREAM ELEVATION = 359.70 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5056.30 TO NODE 5056.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 3 5 9.70 DOWNSTREAM ELEVATION(FEET) = 342.40 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 1-02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 11.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.422 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 1.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 5056.20 TO NODE 5056.40 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.40 TO NODE 5056.80 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 335.44 DOWNSTREAM(FEET) = 333.79 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28 ESTIMATED PIPE DI^J4ETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 5056.20 TO NODE 5056.80 = 358.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.80 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.) = 11.07 RAINFALL INTENSITY(INCH/HR) = 4.42 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 5056.50 TO NODE 5056.60 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 = 130.00 UPSTREAM ELEVATION = 3 83.30 DOWNSTREAM ELEVATION = 382.00 ELEVATION DIFFERENCE = 1-3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 63 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 5056.60 TO NODE 5056.70 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 382.00 DOWNSTREAM ELEVATION(FEET) = 342.40 STREET LENGTH(FEET) = 940.00 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) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 6 HALFSTREET FLOOD WIDTH{FEET) =6.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 4.78 Tc(MIN.) = 16.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.475 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = 1-71 PEAK FLOW RATE(CFS) = 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.9 0 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.70 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.70 TO NODE 5056.80 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 336.90 DOWNSTREAM(FEET) = 333.79 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 16.09 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.80 = 1092.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.80 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.) = 16.09 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.77 11.07 4.419 0.72 2 3.37 16.09 3.471 1.71 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 4.42 11.07 4.419 2 4.76 16.09 3.471 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.76 Tc(MIN.) = 16.09 TOTAL AREA(ACRES) = 2.43 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.80 = 1092.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.10 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 333.46 DOWNSTREAM{FEET) = 322.59 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.76 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 16.60 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.10 = 1372.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.10 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.) = 16.60 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.10 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.64 RAIN INTENSITY(INCH/HOUR) = 3.86 TOTAL AREA(ACRES) = 13.13 TOTAL RUNOFF(CFS) = 25.90 **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.10 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.) = 13.64 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 13.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.76 16.60 3.402 2.43 2 25.90 13.64 3.862 13.13 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 30.09 13.64 3.862 2 27.57 16.60 3.402 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.09 Tc(MIN.) = 13.64 TOTAL AREA(ACRES) = 15.56 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.10 = 1372.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.59 DOWNSTREAM(FEET) = 318.20 FLOW LENGTH(FEET) = 138.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.10 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.09 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.83 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.00 = 1510.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5056.00 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.) = 13.83 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.09 **************************************************************************** FLOW PROCESS FROM NODE 5056.90 TO NODE 5056.91 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 = 100.00 UPSTREAM ELEVATION = 3 44.00 DOWNSTREAM ELEVATION = 343.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 5056.91 TO NODE 5056.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 340.50 DOWNSTREAM ELEVATION(FEET) = 327.74 STREET LENGTH(FEET) = 33 0.00 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) = 1.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 11.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.280 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 3.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.13 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 5056.90 TO NODE 5056.40 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.40 TO NODE 5056.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 32 0.85 DOWNSTREAM(FEET) = 319.20 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.41 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.64 LONGEST FLOWPATH FROM NODE 5056.90 TO NODE 5056.00 = 438.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5056.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 5056.42 TO NODE 5056.42 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = . 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.72 **************************************************************************** FLOW PROCESS FROM NODE 5056.42 TO NODE 5056.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 320.31 DOWNSTREAM(FEET) = 319.20 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 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.72 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.04 LONGEST FLOWPATH FROM NODE 5056.42 TO NODE 5056.00 = 272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5056.00 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.) = 6.04 RAINFALL INTENSITY(INCH/HR) = 6.53 TOTAL STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.09 13.83 3.827 15.56 2 3.41 11.64 4.278 1.43 3 3.72 6.04 6.531 1.03 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 23.58 6.04 6.531 2 32.77 11.64 4.278 3 35.32 13.83 3.827 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.32 Tc(MIN.) = 13.83 TOTAL AREA(ACRES) = 18.02 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.00 = 1510.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5057.00 IS CODE = 31 »>»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 317.87 DOWNSTREAM(FEET) = 311.93 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.60 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.32 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5057.00 = 1760.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5057.00 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.) =14.16 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 18.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.32 **************************************************************************** FLOW PROCESS FROM NODE 5057.10 TO NODE 5057.20 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 = 100.00 UPSTREAM ELEVATION = 358.30 DOWNSTREAM ELEVATION = 357.30 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 5057.20 TO NODE 5057.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 357.30 DOWNSTREAM ELEVATION(FEET) = 320.70 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 4.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 2 HALFSTREET FLOOD WIDTH(FEET) = 9.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 12.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 7.94 TOTAL AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) = 8.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.53 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 5057.10 TO NODE 5057.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5057.00 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.) = 12.47 RAINFALL INTENSITY(INCH/HR) =4.09 TOTAL STREAM AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.32 14.16 3.769 18.02 2 8.60 12.47 4.092 3.78 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 41.14 12.47 4.092 2 43.24 14.16 3.769 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.24 Tc(MIN.) = 14.16 TOTAL AREA(ACRES) = 21.80 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5057.00 = 1760.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5060.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 320.70 DOWNSTREAM(FEET) = 319.20 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 2 0.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.42 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.24 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5060.00 = 1835.43 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.80 TC(MIN.) = 14.26 PEAK FLOW RATE(CFS) = 43.24 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 * PLANNING AREA 8 - SYSTEM 5062 ' * FILE: 5062.DAT ' ************************************************************************** FILE NAME: 5062.DAT TIME/DATE OF STUDY: 15:02 02/10/2003 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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5062.10 TO NODE 5062.20 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 = 80.00 UPSTREAM ELEVATION = 33 6.70 DOWNSTREAM ELEVATION = 33 5.70 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.220 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.353 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 5062.20 TO NODE 5062.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 332.60 DOWNSTREAM ELEVATION(FEET) = 320.70 STREET LENGTH(FEET) = 215.00 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) = 2.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 9.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.007 SINGLE F7\MILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10,13 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 5062.10 TO NODE 5062.30 = 295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5062.30 TO NODE 5060.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 320.70 DOWNSTREAM(FEET) = 319.20 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VEL(X:iTY(FEET/SEC.) = 7.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.19 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 5062.10 TO NODE 5060.00 = 370.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.87 TC(MIN.) = 9.29 PEAK FLOW RATE(CFS) = 5.19 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.4 PLANNING AREA 9 SYSTEMS: 5036, 5050, 5070 HYDROLOGY FILES File System PA 205 : 200 6 \325\N2JtJ 200 6 206_1 200 6 206 2 200 6 200 200 7 5028 5030 7 201 0 • 200 7 , 203 1 . 200 7 204 1 . 200 7 204.2 , 200 7, 205B 200 7 . 5000A 5000 7 ? • 5025 5025 8 5038 5d38 . 8 5039 5039 8 5055 5055 8 5062 5062 8 5070 5070 9 5030 5036 9 5050 5050 9 300 . 3.0,0 IJ 1201 1200 12 , 5085 5085 12 5086 12 5095 509.5 12 5022 5022 - 13251061 130 - 13251081 122 -- -f 1325-21 2000 ~ ; 1325-3U 3000 13254001 400 r 1325-41 4000 1325-6U BOOO ... 13258001 800 . - 1325W1I 100 ~ 5000TM 5000 ELCMU1 1 ELCMU2 2. ~ ****************************************** ********************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ^ * PLANNING AREA 9 - SYSTEM 5036 ' * 100-YR STORM EVENT ' ************************************************************************** FILE NAME: S03 0.DAT TIME/DATE OF STUDY: 14:05 10/01/2003 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5036.30 TO NODE 5036.40 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 = 100.00 UPSTREAM ELEVATION = 404.50 DOWNSTREAM ELEVATION = 403.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 5036.40 TO NODE 5036.50 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>> (STREET TABLE SECTION # 1 USED)<<«< UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 383.15 STREET LENGTH(FEET) = 390.00 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) = 2.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 11.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.263 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.49 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 5036.30 TO NODE 5036.50 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.50 TO NODE 5036.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 376.24 DOWNSTREAM(FEET) = 374.92 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.71 LONGEST FLOWPATH FROM NODE 5036.30 TO NODE 5036.20 = 498.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.20 TO NODE 5036.20 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.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.37 **************************************************************************** FLOW PROCESS FROM NODE 5036.60 TO NODE 5036.70 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 = 100.00 UPSTREAM ELEVATION = 400.40 DOWNSTREAM ELEVATION = 399.40 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5036.70 TO NODE 5036.80 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 397.50 DOWNSTREAM ELEVATION(FEET) = 383.85 STREET LENGTH(FEET) = 440.00 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) = 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 12.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.156 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.87 TOTAL AREA(ACRES) = 2.3 6 PEAK FLOW RATE(CFS) = 5.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.80 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.80 TO NODE 5036.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 37 8.52 DOWNSTREAM{FEET) = 374.92 FLOW LENGTH(FEET) = 28.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.47 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.20 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.20 = 568.25 FEET. *********************************************** ***************************** FLOW PROCESS FROM NODE 5036.20 TO NODE 5036.20 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.) = 12.20 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.37 11.71 4.261 1.40 2 5.47 12.20 4.149 2.36 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 8.69 11.71 4.261 2 8.75 12.20 4.149 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.75 Tc(MIN.) = 12.20 TOTAL AREA(ACRES) = 3.7 6 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.20 = 568.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.20 TO NODE 5036.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 374.59 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.75 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 13.27 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.90 = 1228.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 3056.90 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.) = 13.27 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 3.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.75 **************************************************************************** FLOW PROCESS FROM NODE 5036.91 TO NODE 5036.92 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 = 100.00 UPSTREAM ELEVATION = 390.60 DOWNSTREAM ELEVATION = 389.60 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 5036.92 TO NODE 5036.93 IS CODE = 62 >»»COMPUTE STREET FLOW TFIAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 383.50 DOWNSTREAM ELEVATION(FEET) = 358.77 STREET LENGTH(FEET) = 660.00 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) = 1.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DE PTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 13.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) = 3.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.25 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 5036.91 TO NODE 5036.93 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.93 TO NODE 5036.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 353.46 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.99 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.48 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 5036.91 TO NODE 5036.90 = 768.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5036.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.37 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.48 **************************************************************************** FLOW PROCESS FROM NODE 5036.94 TO NODE 5036.94 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 5036.94 TO NODE 5036.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.14 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.09 LONGEST FLOWPATH FROM NODE 5036.94 TO NODE 5036.90 = 22.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5036.90 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.) = 6.09 RAINFALL INTENSITY(INCH/HR) = 6.50 TOTAL STREAM AREA(ACRES) =0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.75 13.27 3.931 3.76 2 3.48 13.37 3.911 1-58 3 1.06 6.09 6.498 0.17 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 8.45 6.09 6.498 2 12.85 13.27 3.931 3 12.82 13.37 3.911 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.85 Tc(MIN.) = 13.27 m TOTAL AREA(ACRES) = 5.51 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.90 = 1228.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5037.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM{FEET) = 351.31 DOWNSTREAM(FEET) = 338.45 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =12.85 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.65 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5037.00 = 1518.25 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.51 TC(MIN.) = 13.65 PEAK FLOW RATE(CFS) =12.85 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' * PLANNING AREA 9 - SYSTEM 5050 •* * 100-YR STORM EVENT ' ************************************************************************** FILENAME: 5050.DAT TIME/DATE OF STUDY: 17:15 10/01/2003 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5051.10 TO NODE 5051.20 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 = 220.00 UPSTREAM ELEVATION = 407.20 DOWNSTREAM ELEVATION = 405.00 ELEVATION DIFFERENCE = 2.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.684 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.682 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1-24 **************************************************************************** FLOW PROCESS FROM NODE 5051.20 TO NODE 5051.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.10 DOWNSTREAM ELEVATION(FEET) = 401.46 STREET LENGTH(FEET) = 23 0.00 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) = 3.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) =11.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 16.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.430 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) = 5.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.05 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.30 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.30 TO NODE 5051.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE . FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 395.66 DOWNSTREAM(FEET) = 393.66 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.25 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 16.42 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.00 = 472.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5051.00 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.) = 16.42 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.25 ********** ****************************************************************** FLOW PROCESS FROM NODE 5051.40 TO NODE 5051.50 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 = 405.60 DOWNSTREAM ELEVATION = 404.40 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 5051.50 TO NODE 5051.60 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 402.90 DOWNSTREAM ELEVATION(FEET) = 401.46 STREET LENGTH(FEET) = 12.00 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) = 1.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 0.04 Tc{MIN.) = 10.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.466 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 5 HALFSTREET FLOOD WIDTH(FEET) = 6.20 FLOW VELOCITY(FEET/SEC.) = 5.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 5051.40 TO NODE 5051.60 = 132.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.60 TO NODE 5051.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 393.76 DOWNSTREAM(FEET) = 393.66 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) =10.91 LONGEST FLOWPATH FROM NODE 5051.40 TO NODE 5051.00 = 140.25 FEET. ********************************************** ****************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5051-00 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.) = 10.91 RAINFALL INTENSITY{INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.25 16.42 3.426 2.74 2 2.70 10.91 4.459 1.10 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 6.74 10.91 4.459 2 7.33 16.42 3.426 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.33 Tc(MIN.) = 16.42 TOTAL AREA(ACRES) = 3.84 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.00 = 472.25 FEET. ****************************************** ********************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5052.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 393.33 DOWNSTREAM(FEET) = 388.44 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.33 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 17.68 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.00 = 942.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 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.) = 17.6 8 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 3.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.33 **************************************************************************** FLOW PROCESS FROM NODE 5052.10 TO NODE 5052.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 3.57 **************************************************************************** FLOW PROCESS FROM NODE 5052.10 TO NODE 5052.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 391.22 DOWNSTREAM(FEET) = 388.44 FLOW LENGTH(FEET) = 13.93 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.57 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.02 LONGEST FLOWPATH FROM NODE 5052.10 TO NODE 5052.00 = 303.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.57 **************************************************************************** FLOW PROCESS FROM NODE 5052.30 TO NODE 5052.40 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 = 140.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 403.60 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.260 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 5052.40 TO NODE 5052.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 402.20 DOWNSTREAM ELEVATION(FEET) = 396.18 STREET LENGTH(FEET) = 205.00 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) = 4.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 12.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.038 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.18 SUBAREA RUNOFF(CFS) = 7.06 TOTAL AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) = 7.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.58 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 5052.30 TO NODE 5052.20 = 345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.20 TO NODE 5052.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 389.99 DOWNSTREAM(FEET) = 388.44 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 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.76 LONGEST FLOWPATH FROM NODE 5052.30 TO NODE 5052.00 = 367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 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.) = 12.76 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.33 17.68 3.267 3.84 2 3.57 6.02 6.548 0.99 3 7.67 12.76 4.032 3.44 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 11.95 6.02 6.548 2 15.81 12.76 4.032 3 15.33 17.68 3.267 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.81 Tc(MIN.) = 12.76 TOTAL AREA(ACRES) = 8.27 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.00 = 942.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 388.10 DOWNSTREAM(FEET) = 357.14 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.81 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 13.08 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.50 = 1277.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.50 TO NODE 5055.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 356.81 DOWNSTREAM(FEET) = 342.24 FLOW LENGTH(FEET) = 275.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.81 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 13.41 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5055.30 = 1552.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 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.) = 13.41 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 8.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.81 **************************************************************************** FLOW PROCESS FROM NODE 5055.10 TO NODE 5055.20 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 = 130.00 UPSTREAM ELEVATION = 383.40 DOWNSTREAM ELEVATION = 3 82.10 ELEVATION DIFFERENCE = 1.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 63 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5055.20 TO NODE 5055.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 381.10 DOWNSTREAM ELEVATION(FEET) = 347.3 8 STREET LENGTH(FEET) = 650.00 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) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1-22 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 13.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.806 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.83 SUBAREA RUNOFF(CFS) = 5.92 TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 6.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.30 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 5055.10 TO NODE 5055.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.00 TO NODE 5055.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.38 DOWNSTREAM(FEET) = 342.74 FLOW LENGTH(FEET) = 63.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.52 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 5055.10 TO NODE 5055.30 = 843.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.13 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.52 **************************************************************************** FLOW PROCESS FROM NODE 5055.40 TO NODE 5055.50 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 = 130.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 388.70 ELEVATION DIFFERENCE = 1-30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 5055.50 TO NODE 5055.60 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 381.10 DOWNSTREAM ELEVATION(FEET) = 349.71 STREET LENGTH(FEET) = 525.00 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) = 2.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 13.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.873 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 3.58 TOTAL AREA(ACRES) = 1.7 8 PEAK FLOW RATE(CFS) = 3.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.66 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 5055.40 TO NODE 5055.60 = 655.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.60 TO NODE 5055.30 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 344.70 DOWNSTREAM(FEET) = 342.74 FLOW LENGTH(FEET) = 16.35 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.82 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.60 LONGEST FLOWPATH FROM NODE 5055.40 TO NODE 5055.30 = 671.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 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 TIME OF CONCENTRATION(MIN,) = 13,60 RAINFALL INTENSITY(INCH/HR) = 3.87 TOTAL STREAM AREA(ACRES) = 1.7 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 3 ARE: ** CONFLUENCE DATA STREAM NUMBER 1 2 3 RUNOFF (CFS) 15 . 81 6.52 3 . 82 Tc (MIN.) 13 .41 14.13 13.60 INTENSITY (INCH/HOUR) 3 . 905 3 .775 3 . 869 AREA (ACRE) 8.27 3.08 1.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 25. 90 25. 85 25.54 Tc (MIN.) 13 .41 13.60 14.13 INTENSITY (INCH/HOUR) 3 .905 3 .869 3 .775 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.90 Tc(MIN.) = TOTAL AREA(ACRES) = 13.13 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 13 .41 5055.30 = 1552.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5056.10 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 341.91 DOWNSTREAM(FEET) = 322.09 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.90 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.64 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5056.10 = 1802.75 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 13 .13 25.90 TC(MIN.) = 13.64 END OF RATIONAL METHOD ANALYSIS r*************************** *********************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACPCAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ' * PLANNING AREA 9 - SYSTEM 507 0 ^ * 100-YR STORM EVENT ************* ************************************************************* FILE NAME: 5070.DAT TIME/DATE OF STUDY: 08:58 10/02/2003 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)^^^ "l ~20~.0 ~~~15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5074.00 TO NODE 5074.10 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) = 8 8 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 325.50 DOWNSTREAM ELEVATION = 324.30 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 5074.10 TO NODE 5074.11 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 324.30 DOWNSTREAM ELEVATION(FEET) = 297.67 STREET LENGTH(FEET) = 3 29.00 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) = 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 12.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.179 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 9 HALFSTREET FLOOD WIDTH(FEET) = 8.43 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1-48 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.11 = 449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.11 TO NODE 5074.12 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 291.01 DOWNSTREAM(FEET) = 290.46 FLOW LENGTH{FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.16 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.12 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.12 = 471.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1-79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 **************************************************************************** FLOW PROCESS FROM NODE 5074.16 TO NODE 5074.17 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 = 160.00 UPSTREAM ELEVATION = 325.50 DOWNSTREAM ELEVATION = 323.90 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.523 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.081 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 5074.17 TO NODE 5074.18 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 323.90 DOWNSTREAM ELEVATION(FEET) = 297.67 STREET LENGTH(FEET) = 3 67.20 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) = 2.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 13.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.805 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 3.43 TOTAL AREA(ACRES) = 1.9 6 PEAK FLOW RATE(CFS) = 4.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.66 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1-43 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.18 = 527.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.18 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.94 DOWNSTREAM(FEET) = 290.46 FLOW LENGTH(FEET) = 8.25 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.) = 15.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.15 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.97 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.12 = 535.45 FEET. ******** ******************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 13.97 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 1-96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.16 12.12 4.168 1.79 2 4.15 13.97 3.803 1.96 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 7.95 12.12 4.168 2 7.95 13.97 3.803 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.95 Tc(MIN.) = 12.12 TOTAL AREA(ACRES) = 3.75 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.12 = 535.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 290.13 DOWNSTREAM(FEET) = 264.27 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =7.95 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 12.53 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.20 = 869.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.53 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 5074.13 TO NODE 5074.14 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 = 130.00 UPSTREAM ELEVATION = 297.20 DOWNSTREAM ELEVATION = 295.90 ELEVATION DIFFERENCE = 1.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 63 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 5074.14 TO NODE 5074.15 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>» (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 295.90 DOWNSTREAM ELEVATION(FEET) = 272.04 STREET LENGTH(FEET) = 3 91.30 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) = 2.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 12.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA{ACRES) = 1.86 SUBAREA RUNOFF{CFS) = 4.10 TOTAL AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) = 4.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.72 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.15 = 521.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.15 TO NODE 5074.20 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 265.82 DOWNSTREAM(FEET) = 264.27 FLOW LENGTH(FEET) = 22.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.97 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.90 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.20 = 543.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.90 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.97 **************************************************************************** FLOW PROCESS FROM NODE 5074.19 TO NODE 5074.21 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 = 130.00 UPSTREAM ELEVATION = 298.00 DOWNSTREAM ELEVATION = 296.70 ELEVATION DIFFERENCE = 1.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 5074.21 TO NODE 5074.22 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 292.50 DOWNSTREAM ELEVATION(FEET) = 272.04 STREET LENGTH(FEET) = 304.00 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) = 1.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 12.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.059 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 2.3 0 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 FLOW VELOCITY(FEET/SEC.) = 4.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.22 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.22 TO NODE 5074.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 6 5.92 DOWNSTREAM(FEET) = 264.27 FLOW LENGTH(FEET) = 8.30 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.) = 13.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.30 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.64 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.20 = 442.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.64 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.95 12.53 4.079 3.75 2 4.97 12.90 4.004 2.22 3 2.30 12.64 4.057 1.01 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 15.11 12.53 4.079 2 15.11 12.64 4.057 3 15.04 12.90 4.004 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.11 Tc(MIN.) = 12.53 TOTAL AREA(ACRES) = 6.98 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.20 = 869.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 63.77 DOWNSTREAM(FEET) = 261.39 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =, 15.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.66 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5075.00 = 954.45 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.98 TC(MIN.) = 12.66 PEAK FLOW RATE(CFS) = 15.11 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.5 PLANNING AREA 10 SYSTEM: 300 HYDROLOGY FILES File System PA 205 200 6 1325W2TI\/ 200 6 206_1 200 6 , . 206 2 200 6 i' 200 200 Z 5028 5030 7; '201_0 200 7 • .203_1 • 200 7 2P4_1 200 7.:. 204 2 . 200 7 ' 205B. 200 7 . 5000A SOOO 5025 5025 5038 5038 8 5039 5039 8 - 5055 - 5055 8 " 5062 5062 8 5070 5070 9 5030 5036 9 5050 5050 9 300 300 10 1201 1200 12 0085 5085 12 o08o 5086 12 5095 5095 12 5022 5022 ~ 1325106! 130 13251081 122 ~ 1325-21 2000 ~ 1325-3U 3000 13254001 400 ~ 1325-41 4000 1325-6U 6000 1325800! 800 ~ 1325W1i 100 ~ 5C)00TM 5000 ~ ELCIV1U1 1 ~ ELCIV1U2 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' * PLANNING AREA 10 - SYSTEM 3 00 * FILE: 300.DAT ' ************************************************************************** FILE NAME: 300.DAT TIME/DATE OF STUDY: 11:34 09/29/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 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 0.0313 0.125 0.0170 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.10 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 = 150.00 UPSTREAM ELEVATION = 376.10 DOWNSTREAM ELEVATION = 374.60 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 300.10 TO NODE 300.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 374.60 DOWNSTREAM ELEVATION(FEET) = 345.80 STREET LENGTH(FEET) = 63 6.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 15.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.621 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.48 FLOW VELOCITY(FEET/SEC.) = 4.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 300.20 = 786.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.20 TO NODE 300.21 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 33 5.63 DOWNSTREAM(FEET) = 319.13 FLOW LENGTH (FEET) = 411.00 MAI>1NING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.91 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.16 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 15.84 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.21 = 1197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.21 TO NODE 300.21 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.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 **************************************************************************** FLOW PROCESS FROM NODE 300.22 TO NODE 300.23 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 320.00 UPSTREAM ELEVATION = 353.27 DOWNSTREAM ELEVATION = 333.40 ELEVATION DIFFERENCE = 19.87 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.388 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.338 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.25 TOTAL RUNOFF(CFS) = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 300.23 TO NODE 300.21 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.69 DOWNSTREAM(FEET) = 319.13 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.44 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.64 LONGEST FLOWPATH FROM NODE 300.22 TO NODE 300.21 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.21 TO NODE 300.21 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.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 4.2 8 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.16 15.84 3.507 2.06 2 2.44 11.64 4.277 1.25 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 5.85 11.64 4.277 2 6.16 15.84 3.507 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.16 Tc(MIN.) = 15.84 TOTAL AREA(ACRES) = 3.31 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.21 = 1197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.21 TO NODE 300.24 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.80 DOWNSTREAM(FEET) = 315.57 FLOW LENGTH(FEET) = 210.00 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.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6-16 PIPE TRAVEL TIME(MIN-) = 0-50 Tc(MIN-) = 16.34 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.24 = 1407.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.24 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,) = 16.34 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.16 **************************************************************************** FLOW PROCESS FROM NODE 300.25 TO NODE 300.26 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 = 343.40 DOWNSTREAM ELEVATION = 342.20 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 300.26 TO NODE 300.27 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 340.40 DOWNSTREAM ELEVATION(FEET) = 325.50 STREET LENGTH(FEET) = 210.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TPIAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET).= 3.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3-76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 11.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.245 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.26 FLOW VELOCITY(FEET/SEC-) = 4-02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 3 00-25 TO NODE 300.27 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.27 TO NODE 300.2 8 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 325.50 DOWNSTREAM ELEVATION(FEET) = 322.67 STREET LENGTH(FEET) = 179.20 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 6 HALFSTREET FLOOD WIDTH(FEET) = 11.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT OF DEPTH&VELOCITY(FT * FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 12.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.006 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 4.54 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) = 6.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.88 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 3 00.25 TO NODE 300.28 = 509.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.28 TO NODE 300.24 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 316.01 DOWNSTREAM(FEET) = 315.57 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.13 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.89 LONGEST FLOWPATH FROM NODE 3 00.25 TO NODE 300.24 = 514.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.24 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.) = 12.89 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.16 16.34 3.437 3.31 2 6.13 12.89 4.005 2.73 RAINFALL INTENSITY MSD TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.41 12.89 4.005 2 11.42 16.34 3.437 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.42 Tc(MIN.) = 16.34 TOTAL AREA(ACRES) = 6.04 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.24 = 1407.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 322.07 DOWNSTREAM(FEET) = 321.20 FLOW LENGTH(FEET) = 41.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.42 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.42 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.30 = 1448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.30 TO NODE 300.34 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 313.06 DOWNSTREAM(FEET) = 300.11 FLOW LENGTH(FEET) = 287.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.42 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 16.81 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.34 = 1736.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.34 TO NODE 300.34 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.) = 16.81 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 6.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.42 **************************************************************************** FLOW PROCESS FROM NODE 300.35 TO NODE 300.36 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 = 144.00 UPSTREAM ELEVATION = 337.20 DOWNSTREAM ELEVATION = 335.98 ELEVATION DIFFERENCE = 1.22 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.555 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.074 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.2 9 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 300.36 TO NODE 300.37 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 333.53 DOWNSTREAM ELEVATION(FEET) = 326.60 STREET LENGTH(FEET) = 104.30 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.977 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.3 0 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 1.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.75 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 3 00.35 TO NODE 300.37 = 248.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.37 TO NODE 3 00.38 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 326.60 DOWNSTREAM ELEVATION(FEET) = 321.00 STREET LENGTH(FEET) = 274.40 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2-40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 14.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.672 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1-08 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) = 3.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 3 HALFSTREET FLOOD WIDTH(FEET) = 10.42 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 3 00.35 TO NODE 300.38 = 522.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.38 TO NODE 300.39 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 321.00 DOWNSTREAM ELEVATION(FEET) = 305.99 STREET LENGTH(FEET) = 254.51 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 15.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.525 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) = 3.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.60 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 3 00.35 TO NODE 300.39 = 777.21 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.39 TO NODE 300.34 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 00.52 DOWNSTREAM(FEET) = 300.11 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.80 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.73 LONGEST FLOWPATH FROM NODE 3 00.35 TO NODE 300.34 = 785.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.34 TO NODE 3 00.34 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.) = 15.73 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 1-83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.42 16.81 3.375 6.04 2 3.80 15.73 3.523 1.83 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 14.74 15.73 3.523 2 15.06 16.81 3.375 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.06 Tc(MIN.) = 16.81 TOTAL AREA(ACRES) = 7.87 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.34 = 1736.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.34 TO NODE 300.40 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 299.78 DOWNSTREAM(FEET) = 296.46 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.06 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.89 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.40 = 1800.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.40 TO NODE 300.42 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 296.13 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 211.76 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.06 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 17.19 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.56 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 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,) = 17.19 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 7.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.06 **************************************************************************** FLOW PROCESS FROM NODE 300.43 TO NODE 300.44 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 = 140.00 UPSTREAM ELEVATION = 341.30 DOWNSTREAM ELEVATION = 339.90 ELEVATION DIFFERENCE = 1.4 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.260 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 300.44 TO NODE 300.45 IS CODE = 62 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 337.15 DOWNSTREAM ELEVATION(FEET) = 303.00 STREET LENGTH(FEET) = 535.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.017 0 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,27 HALFSTREET FLOOD WIDTH(FEET) = 6.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 13.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.824 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S-C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.79 SUBAREA RUNOFF(CFS) = 3.77 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.01 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1-45 LONGEST FLOWPATH FROM NODE 300.43 TO NODE 300.45 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.45 TO NODE 300.48 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 303.00 DOWNSTREAM ELEVATION(FEET) = 296.67 STREET LENGTH(FEET) = 175.70 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 14.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.705 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) = 9.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.82 FLOW VELOCITY(FEET/SEC.) = 4.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1-82 LONGEST FLOWPATH FROM NODE 3 00.43 TO NODE 300.48 = 850.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.48 TO NODE 300.42 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.07 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 22.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.19 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.57 LONGEST FLOWPATH FROM NODE 300.43 TO NODE 300.42 = 873.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 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.) = 14.57 RAINFALL INTENSITY(INCH/HR) = 3.7 0 TOTAL STREAM AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.06 17.19 3.327 7.87 2 9.19 14.57 3.701 4.41 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 22.72 14.57 3.701 2 23.31 17.19 3.327 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.31 Tc(MIN.) = 17.19 TOTAL AREA(ACRES) = 12.28 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.56 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 IS CODE = 10 »>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< >> **************************************************************************** FLOW PROCESS FROM NODE 300.60 TO NODE 300.61 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 = 354.70 DOWNSTREAM ELEVATION = 353.50 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0,3 0 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 300.61 TO NODE 300.62 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<« »»> (STREET TABLE SECTION # 1 USED)<«<< UPSTREAM ELEVATION(FEET) = 351.38 DOWNSTREAM ELEVATION(FEET) = 342.65 STREET LENGTH(FEET) = 25 0.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC -) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 12.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.129 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.7 8 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 6 HALFSTREET FLOOD WIDTH(FEET) = 6.9 0 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 3 00.60 TO NODE 300.62 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.62 TO NODE 300.63 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)<<<« UPSTREAM ELEVATION(FEET) = 342.65 DOWNSTREAM ELEVATION(FEET) = 337.40 STREET LENGTH(FEET) = 460.80 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 15.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.550 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 5.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.40 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.63 = 830.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.63 TO NODE 300.64 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 337.40 DOWNSTREAM(FEET) = 326.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 149.00 CHANNEL SLOPE = 0.0700 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 66.660 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.73 FLOW VELOCITY(FEET/SEC.) = 4.38 FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 16.11 LONGEST FLOWPATH FROM NODE 3 00.60 TO NODE 300.64 = 979.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.64 TO NODE 300.65 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 318.96 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.73 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN-) = 16.19 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.65 = 1002.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 IS CODE = 10 >»>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 901-00 TO NODE 901,10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C-S- CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 316.00 ELEVATION DIFFERENCE = 54.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.842 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.478 SUBAREA RUNOFF(CFS) = 7.05 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 7.05 **************************************************************************** FLOW PROCESS FROM NODE 901.10 TO NODE 300.70 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 338.16 DOWNSTREAM(FEET) = 335.06 FLOW LENGTH(FEET) = 172.58 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.05 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.22 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 300.70 = 622.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.70 TO NODE 300.70 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL INUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.22 RAINFALL INTENSITY(INCH/HR) = 4.3 8 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.05 **************************************************************************** FLOW PROCESS FROM NODE 300.71 TO NODE 300.72 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 = 118.00 UPSTREAM ELEVATION = 358.40 DOWNSTREAM ELEVATION = 357.22 ELEVATION DIFFERENCE = 1-18 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.754 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.502 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 300.72 TO NODE 300.73 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 356.29 DOWNSTREAM ELEVATION(FEET) = 350.29 STREET LENGTH(FEET) = 124.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT * FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 11.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.334 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.44 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 3 00.71 TO NODE 300.73 = 242.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.73 TO NODE 300.70 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 350.29 DOWNSTREAM ELEVATION(FEET) = 343.09 STREET LENGTH(FEET) = 415.60 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 14.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.766 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) = 3.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.70 = 657.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.70 TO NODE 300.70 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.) = 14.18 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.05 11.22 4.381 3.50 2 3.53 14.18 3.766 1.61 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 10.09 11.22 4.381 2 9.60 14.18 3.766 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.09 Tc(MIN.) = 11.22 TOTAL AREA(ACRES) = 5.11 LONGEST FLOWPATH FROM NODE 3 00.71 TO NODE 300.70 = 657.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.70 TO NODE 300.65 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 334.73 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 289.01 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.09 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.60 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.65 = 946.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 IS CODE = 11 >»>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.09 11.60 4.288 5.11 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.65 = 946.61 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.73 16.19 3.457 2.78 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.65 = 1002.05 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.71 11.60 4.288 2 13.87 16.19 3.457 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.71 Tc(MIN.) = 11.60 TOTAL AREA(ACRES) = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 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.) = 11.60 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 7.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.71 **************************************************************************** FLOW PROCESS FROM NODE 300.76 TO NODE 300.77 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 = 3 89.00 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 360.00 ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.887 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.2 8 TOTAL RUNOFF(CFS) = 1.74 **************************************************************************** FLOW PROCESS FROM NODE 300.77 TO NODE 300.78 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 360.00 DOWNSTREAM ELEVATION(FEET) = 350.29 STREET LENGTH(FEET) = 17 6.60 CURB HEIGHT{INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 6.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 2.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 3 00.76 TO NODE 300.78 = 565.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.78 TO NODE 300,75 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 350.29 DOWNSTREAM ELEVATION(FEET) = 326.97 STREET LENGTH(FEET) = 750.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 10.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.552 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) = 4.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.75 = 1315.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.75 TO NODE 300.65 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.06 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.05 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.60 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.65 = 1337.85 FEET. ***************************** *********************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 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.) = 10.60 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.71 11.60 4.288 7.89 2 4.05 10.60 4.543 0.79 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 17.94 10.60 4.543 2 18-53 11.60 4.288 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.53 Tc(MIN.) = 11.60 TOTAL AREA(ACRES) = 8.68 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.65 = 1337.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.42 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING C0MPUTER-ESTII4ATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.51 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 704.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.53 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 12.49 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.42 = 2041.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 IS CODE = 11 >>>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.53 12.49 4.087 8.68 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.42 = 2041.85 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.31 17.19 3.327 12.28 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.56 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.51 12.49 4.087 2 38.40 17.19 3.327 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3 8.40 Tc(MIN.) = 17.19 TOTAL AREA(ACRES) = 2 0.96 **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.50 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 287.72 DOWNSTREAM(FEET) = 287.66 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.40 PIPE TRAVEL TIME(MIN.) = 0-02 Tc(MIN.) = 17.21 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.50 = 2050.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 300.50 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.) = 17.21 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 20.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 8.40 **************************************************************************** FLOW PROCESS FROM NODE 300.51 TO NODE 300.52 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 = 195.00 UPSTREAM ELEVATION = 325.30 DOWNSTREAM ELEVATION = 323.35 ELEVATION DIFFERENCE = 1.95 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.825 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.828 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 300.52 TO NODE 300.50 IS CODE = 62 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 322.10 DOWNSTREAM ELEVATION(FEET) = 296.66 STREET LENGTH(FEET) = 520.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC-) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 15.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.510 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 4.22 SUBAREA RUNOFF(CFS) = 8.15 TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 8.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.82 FLOW VELOCITY(FEET/SEC.) = 5.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 300.51 TO NODE 300.50 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 300.50 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.) = 15.82 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.40 17.21 3.324 20.96 2 8.84 15.82 3.510 4.55 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 45.21 15.82 3.510 2 46.77 17.21 3.324 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.77 Tc(MIN.) = 17.21 TOTAL AREA(ACRES) = 25.51 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.50 = 2050.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 117.11 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 287.33 DOWNSTREAM(FEET) = 286.63 FLOW LENGTH(FEET) = 116.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.90 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.77 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.45 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 117.11 = 2166.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 117.11 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.294 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 25.95 TOTAL RUNOFF(CFS) = 47.57 TC(MIN) = 17.45 **************************************************************************** FLOW PROCESS FROM NODE 117.11 TO NODE 117.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 286.30 DOWNSTREAM(FEET) = 239.60 FLOW LENGTH(FEET) = 99.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 41.67 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.57 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 17.49 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 117.30 = 2266.01 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 25.95 TC(MIN.) = 17.49 PEAK FLOW RATE(CFS) = 47.57 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.6 PLANNING AREA 12 SYSTEMS: 1200, 5085, 5086, 5095 HYDROLOGY FILES File System PA 205 200 6 325W2TIV 200 6 206_1 200 6 206 2 200 6 200 200 7 5028 5030 ' 7 . 20"1_0 200 7 •'20'3 1 200 7 204_1 . 200 7 204 2 200 : 7 2058 200 , 7 5000A 5000 7 • : 5025 5025 8 • . 5038 5038, • 8 5039 5039 , ; 8 - 5055 5055 , 8 5062 5062 -8 5070 , .,5070 ,9 5030 5036 9 5050 5050 9 300 , 300 10 1201 1200 12 5085 5085 12 5086 5086 12 5095 5095 12 5022 5022 - 1325106! 130 1325108! • 122 ~ 1325-2! 2000 ~ 1325-3U 3000 13254001 400 - 1325-41 ' 4000 ; ' - 1325-6U 6000 13258001 800 1325W11 100 5000TIVI 5000 • ~ ELC1VIU1 1 ~ ELCMU2 2 — ******************************************* ********************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 12 - BRESSI RANCH ' * SYSTEM 1200 ' ************************************************************************** FILE NAME: 1201.DAT TIME/DATE OF STUDY: 13:08 09/23/2003 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 0.0313 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 1201.00 TO NODE 1202.00 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 = 130.00 UPSTREAM ELEVATION = 223.30 DOWNSTREAM ELEVATION = 222.00 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 63 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.10 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 185.36 STREET LENGTH(FEET) = 659.00 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) = 2.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 14.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.760 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) = 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC-) = 4.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1202.10 = 789.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.10 TO NODE 1204.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 179.76 DOWNSTREAM(FEET) = 178.28 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.08 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.23 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.00 = 798.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPIATION(MIN. ) = 14.23 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.08 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1203.10 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 = 117.00 UPSTREAM ELEVATION = 201.30 DOWNSTREAM ELEVATION = 200.10 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.619 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.539 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 1203.10 TO NODE 1203.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 185.36 STREET LENGTH(FEET) = 253.00 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) = 1.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 11.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.226 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE 1203.20 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1203.20 TO NODE 1204.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 178.61 DOWNSTREAM(FEET) = 178.28 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 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.94 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE 1204.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.00 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.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 4.21 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.08 14.23 3.758 1.95 2 1.79 11.94 4.209 0.76 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 5.43 11.94 4.209 2 5.68 14.23 3.758 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.68 Tc(MIN.) = 14.23 TOTAL AREA(ACRES) = 2.71 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.00 = 798.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.90 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 177.95 DOWNSTREAM(FEET) = 172.99 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.68 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.90 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 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.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 2.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.68 **************************************************************************** FLOW PROCESS FROM NODE 1204.10 TO NODE 1204.20 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 = 139.00 UPSTREAM ELEVATION = 201.70 DOWNSTREAM ELEVATION = 200.30 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.644 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.277 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 1204.20 TO NODE 1204.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 200.30 DOWNSTREAM ELEVATION(FEET) = 179.36 STREET LENGTH(FEET) = 529.00 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) = 1-41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 14.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.703 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 2.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 8 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 1204.10 TO NODE 1204.30 = 668.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.30 TO NODE 1204.90 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 173.41 DOWNSTREAM(FEET) = 172.99 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.57 LONGEST FLOWPATH FROM NODE 1204.10 TO NODE 1204.90 = 676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) =1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.47 **************************************************************************** FLOW PROCESS FROM NODE 1204.40 TO NODE 1204.50 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 = 166.00 UPSTREAM ELEVATION = 201.70 DOWNSTREAM ELEVATION = 200.00 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.654 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.053 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.3 3 **************************************************************************** FLOW PROCESS FROM NODE 1204.50 TO NODE 1204.60 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 179.36 STREET LENGTH(FEET) = 616-00 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) = 2.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH{FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3-15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = 15.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.497 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 2.29 PEAK FLOW RATE(CFS) = 4.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.54 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 1204.40 TO NODE 1204.60 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.60 TO NODE 1204.90 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 173.65 DOWNSTREAM(FEET) = 172.99 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 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4-45 PIPE TRAVEL TIME(MIN-) = 0.04 Tc(MIN-) = 15.95 LONGEST FLOWPATH FROM NODE 1204.40 TO NODE 1204.90 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 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,) = 15.95 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 2.2 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.68 14.43 3.725 2.71 2 2.47 14.57 3.701 1.19 3 4.45 15.95 3.490 2.29 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 12-30 14-43 3.725 2 12.31 14.57 3.701 3 12.10 15.95 3.490 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.31 Tc(MIN.) = 14.57 TOTAL AREA(ACRES) = 6.19 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.90 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1205.00 IS CODE = 31 >>>>>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 172.49 DOWNSTREAM(FEET) = 167.38 FLOW LENGTH(FEET) = 452.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.31 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1205.00 = 1369.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 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.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 6.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.31 **************************************************************************** FLOW PROCESS FROM NODE 1205.10 TO NODE 1205.20 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 = 100.00 UPSTREAM ELEVATION = 174.70 DOWNSTREAM ELEVATION = 173.00 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.295 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.322 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 1205.20 TO NODE 1205.00 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>>>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 176.00 DOWNSTREAM ELEVATION(FEET) = 174.35 STREET LENGTH(FEET) = 404.00 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) = 5.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 12.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.140 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.44 SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 3.92 PEAK FLOW RATE(CFS) = 9.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 404.0 FT WITH ELEVATION-DROP = 1.6 FT, IS WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE LONGEST FLOWPATH FROM NODE 1205.10 TO NODE 1205.00 = 0.97 6.4 CFS, 1205.00 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN-) = 12.24 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 3.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.24 2 ARE: CONFLUENCE DATA STREAM NUMBER 1 2 RUNOFF (CFS) 12.31 9 . 24 Tc (MIN.) 15 .60 12 .24 INTENSITY (INCH/HOUR) 3 . 541 4.140 AREA (ACRE) 6 .19 3.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 19.77 20.21 Tc (MIN.) 12 .24 15 .60 INTENSITY (INCH/HOUR) 4 .140 3.541 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.21 Tc(MIN.) = 15.60 TOTAL AREA(ACRES) = 10.11 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1205.00 1369.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1206.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 166.05 DOWNSTREAM(FEET) = 160.48 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14-2 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 11-65 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NITMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.21 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 15.88 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1206.00 = 1567.10 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.11 TC(MIN.) = 15.88 PEAK FLOW RATE(CFS) = 20.21 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 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 - MASS GRADING ULTIMATE CONDITIONS RESIDENTIAL * * PLANNING AREA 12 NORTH - BRESSI RANCH * * SYSTEM 5085 * ************************************************************************** FILE NAME: 5085.DAT TIME/DATE OF STUDY: 15:38 09/03/2002 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 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 5085.10 TO NODE 5085.20 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 = 180.00 UPSTREAM ELEVATION = 242.80 DOWNSTREAM ELEVATION = 241.00 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.282 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 5085.20 TO NODE 5085.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 241.00 DOWNSTREAM ELEVATION(FEET) = 202.00 STREET LENGTH(FEET) = 880.00 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) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 fiALFSTREET FLOOD WIDTH (FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 4.34 Tc(MIN.) = 17.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.274 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.96 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 5085.10 TO NODE 5085.30 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.30 TO NODE 5085.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 202.00 DOWNSTREAM(FEET) = 201.50 FLOW LENGTH(FEET) = 4.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.5 0 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 17.63 LONGEST FLOWPATH FROM NODE 5085.10 TO NODE 5085-00 = 1064.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.90 TC(MIN.) = 17-63 PEAK FLOW RATE(CFS) = 3-50 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 12 - BRESSI RANCH ' * SYSTEM 5086 ' ************************************************************************** FILE NAME: 5086.DAT TIME/DATE OF STUDY: 10:03 09/19/2003 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 0.0313 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 5086.10 TO NODE 5086.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.08(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 370.00 UPSTREAM ELEVATION = 410.00 DOWNSTREAM ELEVATION = 270.00 ELEVATION DIFFERENCE = 140.00 NATURAL WATERSHED TIME OF CONCENTRATION = 11.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 5086.20 TO NODE 5086.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 270.00 DOWNSTREAM(FEET) = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3 00.00 CHANNEL SLOPE = 0.1000 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.99 FLOW VELOCITY(FEET/SEC.) = 3.11 FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.30 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.30 TO NODE 5086.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.047 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 5.75 SUBAREA RUNOFF(CFS) = 10.47 TOTAL AREA(ACRES) = 6.75 TOTAL RUNOFF(CFS) = 12.46 TC(MIN) = 12.69 **************************************************************************** FLOW PROCESS FROM NODE 5086.30 TO NODE 5086.33 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM(FEET) = 220.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.46 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.59 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.33 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.33 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.) = 13.59 RAINFALL INTENSITY(INCH/HR) = 3.87 TOTAL STREAM AREA(ACRES) = 6.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.46 **************************************************************************** FLOW PROCESS FROM NODE 5086.31 TO NODE 5086.32 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.55(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 280.00 ELEVATION DIFFERENCE = 125.00 NATURAL WATERSHED TIME OF CONCENTRATION = 10.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.557 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 5086.32 TO NODE 5086.33 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 673.20 CHANNEL SLOPE = 0.0891 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.05 FLOW VELOCITY(FEET/SEC.) = 3.00 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 3.73 Tc(MIN.) = 14.29 LONGEST FLOWPATH FROM NODE 5086.31 TO NODE 5086.33 = 873.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.33 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.748 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 8.49 SUBAREA RUNOFF(CFS) = 14.32 TOTAL AREA(ACRES) = 9.49 TOTAL RUNOFF(CFS) = 16.37 TC(MIN) = 14.29 **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.33 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.) = 14.29 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 9.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.46 13.59 3.871 6.75 2 16.37 14.29 3.748 9.49 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 28.31 13.59 3.871 2 28.43 14.29 3.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.43 Tc(MIN.) = 14.29 TOTAL AREA(ACRES) = 16.24 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.33 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.40 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 213.96 DOWNSTREAM(FEET) = 207.62 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.43 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.30 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.40 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.40 TO NODE 5086.40 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.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) =16.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.43 **************************************************************************** FLOW PROCESS FROM NODE 5086.41 TO NODE 5086.42 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 = 200.00 UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 237.50 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.997 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.984 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 5086.42 TO NODE 5086.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.06 DOWNSTREAM(FEET) = 208.12 FLOW LENGTH(FEET) = 466.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.3 4 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 5086.41 TO NODE 5086.40 = 666.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.40 TO NODE 5086.40 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.) = 14.09 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.43 14.30 3.745 16.24 2 1.34 14.09 3.781 0.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STRETT RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.49 14.09 3-781 2 29-75 14.30 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.75 Tc(MIN.) = 14.30 TOTAL AREA(ACRES) = 16.85 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.40 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.40 TO NODE 5086.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 207.29 DOWNSTREAM(FEET) = 198.70 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.75 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.50 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.50 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-) = 14-75 RAINFALL INTENSITY(INCH/HR) = 3-67 TOTAL STREAM AREA(ACRES) = 16.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29-75 **************************************************************************** FLOW PROCESS FROM NODE 5086.51 TO NODE 5086.52 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 = 153.00 UPSTREAM ELEVATION = 241.00 DOWNSTREAM ELEVATION = 239.50 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.122 SUBAREA RUNOFF(CFS) = 0.52 TOTAL 7VREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 5086.52 TO NODE 5086.53 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« >>>>> (STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 239.50 DOWNSTREAM ELEVATION(FEET) = 206.60 STREET LENGTH(FEET) = 744.00 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 = 0.014 9 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN-) = 15.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.586 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 9.37 TOTAL AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) = 9.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.82 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96 LONGEST FLOWPATH FROM NODE 5086.51 TO NODE 5086-53 = 897-00 FEET- **************************************************************************** FLOW PROCESS FROM NODE 5086.53 TO NODE 5086.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 199.94 DOWNSTREAM(FEET) = 199.20 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.89 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 5086.51 TO NODE 5086.50 = 908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.50 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.) = 15.31 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.75 14.75 3.672 16.85 2 9.89 15.31 3.584 4.98 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 39.41 14.75 3.672 2 38.93 15.31 3.584 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.41 Tc(MIN.) = 14.75 TOTAL AREA(ACRES) = 21.83 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.50 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.60 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 198.20 DOWNSTREAM(FEET) = 193.12 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.77 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.41 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.91 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.60 = 1769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5086.60 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.) = 14.91 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 21.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.41 **************************************************************************** FLOW PROCESS FROM NODE 5086.61 TO NODE 5086.62 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 = 153.00 UPSTREAM ELEVATION = 230.90 DOWNSTREAM ELEVATION = 229.40 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.122 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 5086.62 TO NODE 5086.63 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»( STREET TABLE SECTION # 1 USED)<<<« UPSTREAM ELEVATION(FEET) = 229.40 DOWNSTREAM ELEVATION(FEET) = 201.15 STREET LENGTH(FEET) = 614.00 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) = 2.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 15.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.586 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.96 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 5086.61 TO NODE 5086.63 = 767.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.63 TO NODE 5086.60 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 195.60 DOWNSTREAM(FEET) = 194.12 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 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.61 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 5086.61 TO NODE 5086.60 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5086.60 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.31 RAINFALL INTENSITY(INCH/HR) = 3.59 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 **************************************************************************** FLOW PROCESS FROM NODE 5086.64 TO NODE 5086.65 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 = 196.00 UPSTREAM ELEVATION = 212.60 DOWNSTREAM ELEVATION = 210.90 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.533 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.707 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 5086.65 TO NODE 5086.66 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 210.90 DOWNSTREAM ELEVATION(FEET) = 201.15 STREET LENGTH(FEET) = 801.00 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) = 0.02 0 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) = 3.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 5.73 Tc(MIN.) = 20.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.991 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 8 8 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA(ACRES) = 3.36 PEAK FLOW RATE(CFS) = 5.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.41 HALFSTREET FLOOD WIDTH(FEET) =14.40 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY{FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 5086.64 TO NODE 5086.66 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.66 TO NODE 5086.60 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 194.45 DOWNSTREAM(FEET) = 194.12 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 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.75 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 20.3 2 LONGEST FLOWPATH FROM NODE 5086.64 TO NODE 5086.60 = 1019.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5086.60 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.) = 20.32 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 3.3 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.41 14.91 3.647 21.83 2 3.61 15.31 3.585 1.80 3 5.75 20.32 2.986 3.36 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 47.66 14.91 3.647 2 47.14 15.31 3.585 3 41.03 20.32 2.986 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.66 Tc(MIN.) = 14.91 TOTAL AREA(ACRES) = 26.99 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.60 = 1769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5087.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 192.79 DOWNSTREAM(FEET) = 190.86 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.66 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5087.00 = 1853.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.99 TC(MIN.) = 15.01 PEAK FLOW RATE(CFS) = 47.66 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 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 - MASS GRADING ULTIMATE CONDITIONS * * PA - 12 SOUTH TRIBUTARY TO BACKBONE SYSTEM * * SYSTEM 5095 * ************************************************************************** FILE NAME: 5095.DAT TIME/DATE OF STUDY: 15:47 09/03/2002 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 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 5092.00 TO NODE 5093.00 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 = 142.00 UPSTREAM ELEVATION = 214.50 DOWNSTREAM ELEVATION = 213.00 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.584 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.291 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 5093.00 TO NODE 5094.00 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 213.00 DOWNSTREAM ELEVATION(FEET) = 192.00 STREET LENGTH(FEET) = 794.00 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) = 2.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 4.48 Tc(MIN.) = 16.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.475 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.3 9 SUBAREA RUNOFF(CFS) = 4.57 TOTAL AREA(ACRES) = 2.58 PEAK FLOW RATE(CFS) = 5.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 6 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 5092.00 TO NODE 5094.00 = 936.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 192.00 DOWNSTREAM(FEET) = 191.50 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 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 5092.00 TO NODE NUMBER OF PIPES 16.08 5095.00 944.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 2.58 TC(MIN.) 5.02 16.08 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.7 BACKBONE SYSTEM HYDROLOGY FILES File System PA 205 200 6 1325W2TW 200 6 206_1 200 6 206_2 200 6 200 200 7 5028 5030 7 201..0 200 7 203. 1 200 . 1.: 204. 1 . 200 1 204 2 200 • 7 205B 200 , ' 7 5000A 5000 • 7 . 5025 5025 „- 8 ' 5038 ' .5038 . 8 ' 5039 .. 5039 y - 8 . 5055 , 5055 8 5062 5062 8 5070 • 5070 \ 9 o030 5036 • 9 5050, 5050 9 300 300 10 1201 12D0 12 5085 5085 12 5086 5086 12 5095 5095 12 5022 5022 - 13251061 130 13251081 122 - 1325-21 2000 - 1325-3U 3000 - 13254001 400 - 1325-4! 4000 - 1325-6U 6000 - 13258001 800 - 1325W1I 100 ~ 5000TM 5000 - ELCMU1 1 - ELCMU2 2 ~ **************************************************************************** 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. l.SA 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 - MASS GRADED CONDITIONS * * INNOVATION WAY - PA4 & OFFSITE PALOMAR AIRPORT RD DRIANAGE * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: 132S106I.DAT TIME/DATE OF STUDY: 17:31 01/16/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 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 =0.85 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 0.0313 0.167 0.0150 2 45.0 40.0 0.020/0.020/ 0.50 1.50 0.0313 0.125 0.0170 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 45.00 UPSTREAM ELEVATION = 450.00 DOWNSTREAM ELEVATION = 449.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.3 88 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 106.11 TO NODE 106.12 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 449.00 DOWNSTREAM ELEVATION(FEET) = 436.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 45.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 10.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.484 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 4.26 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.42 FLOW VELOCITY(FEET/SEC. ) = 2.94 DEPTH*VELOCITY(FT*FT/SEC. ) = 1.10 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.12 = 795.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.12 TO NODE 106.13 IS CODE = 62 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»(STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 436.00 DOWNSTREAM ELEVATION(FEET) = 396.00 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 45.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.48 AVERAGE FLOW VELOCITY(FEET/SEC-) = 4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 13.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 8.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.13 = 1645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.13 TO NODE 106.14 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 390.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.51 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 14.37 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.14 = 1895.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.14 TO NODE 106.14 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.734 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7-80 TOTAL AREA(ACRES) = 4.3 0 TOTAL RUNOFF(CFS) = 16.32 TC(MIN) = 14.37 **************************************************************************** FLOW PROCESS FROM NODE 106.14 TO NODE 106.15 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) = 384.00 FLOW LENGTH(FEET) = 132.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.32 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN-) = 14.71 LONGEST FLOWPATH FROM NODE 106-10 TO NODE 106.15 = 2027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.15 TO NODE 106.15 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.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 4.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 106.17 TO NODE 106.16 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 95.00 UPSTREAM ELEVATION = 385.50 DOWNSTREAM ELEVATION = 3 84.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.587 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 106.16 TO NODE 106.15 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 384.50 DOWNSTREAM(FEET) = 384.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.81 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.22 LONGEST FLOWPATH FROM NODE 106.17 TO NODE 106.15 = 140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.15 TO NODE 106.15 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.) = 6.22 RAINFALL INTENSITY(INCH/HR) = 6.41 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.32 14.71 3.679 4.30 2 0-81 6.22 6.410 0.13 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 10.17 6.22 6.410 2 16.78 14.71 3.679 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.78 Tc(MIN.) = 14.71 TOTAL AREA(ACRES) = 4.43 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.15 = 2027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.15 TO NODE 106.30 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 384.00 DOWNSTREAM(FEET) = 380.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.78 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 15.84 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.30 = 2497.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.30 TO NODE 106.60 IS CODE = 41 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 382.00 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.29 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =16.78 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 16.49 LONGEST FLOWPATH FROM NODE 106.10 TO NODE 106.60 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.60 TO NODE 106.60 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.) = 16.49 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.78 **************************************************************************** FLOW PROCESS FROM NODE 106.40 TO NODE 106.40 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 106.40 TO NODE 106.60 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 106.50 TO NODE 106.50 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 5.3 0 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 5.3 0 **************************************************************************** FLOW PROCESS FROM NODE 106.50 TO NODE 106.60 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-) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.78 16.49 3.417 4.43 2 4.17 6.00 6.559 0.67 3 5.30 6.00 6.559 0.85 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 18.21 6.00 6.559 2 18.21 6.00 6.559 3 21.72 16.49 3.417 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.72 Tc(MIN.) = 16.49 TOTAL AREA(ACRES) = 5.95 LONGEST FLOWPATH FROM NODE 106.50 TO NODE 106.60 = 40000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.60 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 370.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.72 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 16.65 LONGEST FLOWPATH FROM NODE 106.50 TO NODE 106.00 = 40100.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.95 TC(MIN.) = 16.65 PEAK FLOW RATE(CFS) = 21-72 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 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 - ULTIMATE MASS GRADED CONDITIONS * * GRADING BASED ON TM * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: 1325108I.DAT TIME/DATE OF STUDY: 12:58 08/29/2002 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 =0.85 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 25.0 20.0 0.020/0.020/ 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 108.10 TO NODE 108.20 IS CODE = 21 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 345.00 DOWNSTREAM ELEVATION = 344.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.7 00 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 108.20 TO NODE 108.21 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 344.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.21 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.21 TO NODE 108.21 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.888 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 2.95 SUBAREA RUNOFF(CFS) = 13.70 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 14.01 TC(MIN) = 9-47 **************************************************************************** FLOW PROCESS FROM NODE 108-21 TO NODE 108.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 33 5.00 DOWNSTREAM(FEET) = 328.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.01 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 10.81 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.30 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.30 TO NODE 108.30 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 25.57 TOTAL AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 39.58 TC(MIN) = 10.81 **************************************************************************** FLOW PROCESS FROM NODE 108.30 TO NODE 108.40 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 328.00 DOWNSTREAM(FEET) = 316.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.58 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.30 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.40 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.40 TO NODE 108.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.361 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 24.86 TOTAL AREA(ACRES) = 15.00 TOTAL RUNOFF(CFS) = 64.43 TC(MIN) = 11.30 **************************************************************************** FLOW PROCESS FROM NODE 108.40 TO NODE 108.50 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 316.00 DOWNSTREAM(FEET) = 315.80 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 13-19 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.43 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.31 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.50 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.50 TO NODE 108.50 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.) = 11.31 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.43 **************************************************************************** FLOW PROCESS FROM NODE 108.51 TO NODE 108.51 IS CODE = 22 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.05 TOTAL AREA(ACRES) = 0.65 TOTAL RUNOFF(CFS) = 4.05 **************************************************************************** FLOW PROCESS FROM NODE 108.51 TO NODE 108.50 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 **************************************************************************** FLOW PROCESS FROM NODE 108.52 TO NODE 108.52 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN-) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 3.74 **************************************************************************** FLOW PROCESS FROM NODE 108.52 TO NODE 108.50 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.43 11.31 4.358 15.00 2 4.05 6.00 6.559 0.65 3 3.74 6.00 6.559 0.60 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 50.60 6.00 6.559 2 50.60 6.00 6.559 3 69.61 11.31 4.358 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.61 Tc(MIN.) = 11.31 TOTAL AREA(ACRES) = 16.25 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.50 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.50 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 315.80 DOWNSTREAM(FEET) = 313.55 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.06 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.61 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 12.24 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.00 = 2160.00 FEET- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.25 TC(MIN.) = 12.24 PEAK FLOW RATE(CFS) = 69.61 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD KYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - ULTIMATE CONDITIONS ' * SYSTEM 2000 ^ * 100-YEAR STORM ^ ************************************************************************** FILE NAME: 1325-2I.DAT TIME/DATE OF STUDY: 10:30 12/23/2002 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 = 0.85 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 37-0 32-0 0-020/0-020/ 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 445.00 DOWNSTREAM ELEVATION = 440.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.944 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 430.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0125 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.12 FLOW VELOCITY(FEET/SEC.) = 3.76 FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 3.55 Tc(MIN.) = 9.55 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2003.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2 003.00 TO NODE 2 005.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 430.00 DOWNSTREAM(FEET) = 428.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.12 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 11.31 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2005.00 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.358 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 40.98 TOTAL AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 44.10 TC(MIN) = 11.31 **************************************************************************** FLOW PROCESS FROM NODE 2005.00 TO NODE 2006.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 418.75 DOWNSTREAM(FEET) = 414.85 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.10 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.71 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2006.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 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.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 4.2 6 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.10 **************************************************************************** FLOW PROCESS FROM NODE 2006.10 TO NODE 2006.10 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 2006.10 TO NODE 2006.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 417.07 DOWNSTREAM(FEET) = 415.66 FLOW LENGTH(FEET) = 29.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18-0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.55 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-25 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 2006.10 TO NODE 2006.00 = 289.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 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.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 6.51 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.10 11.71 4.260 10.40 2 1.25 6.08 6.506 0.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NLJMBER (CFS) (MIN.) (INCH/HOUR) 1 30.12 6.08 6.506 2 44-92 11-71 4.260 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.92 Tc(MIN.) = 11.71 TOTAL AREA(ACRES) = 10.60 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2006.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2006.00 TO NODE 2007.00 IS CODE = 41 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 414.85 DOWNSTREAM(FEET) = 407.54 FLOW LENGTH(FEET) = 475.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.23 GIVEN PIPE DIAMETER(INCH) = 36-00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44-92 PIPE TRAVEL TIME(MIN-) = 0-70 Tc(MIN-) = 12-42 LONGEST FLOWPATH FROM NODE 2001-00 TO NODE 2007.00 = 2235-00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2007.00 TO NODE 2007.00 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.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) AT CONFLUENCE =44.92 **************************************************************************** FLOW PROCESS FROM NODE 2007.10 TO NODE 2007.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc{MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 2007.10 TO NODE 2007.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.5 6 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 2007.20 TO NODE 2007.20 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S, CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 2007.20 TO NODE 2007.20 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.92 12.42 4.103 10.60 2 2.49 6.00 6.559 0.40 3 2.49 6.00 6.559 0.40 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 33.08 6.00 6.559 2 33.08 6.00 6.559 3 48.03 12.42 4.103 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.03 Tc(MIN.) = 12.42 TOTAL AREA(ACRES) = 11.40 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2007.20 = 2235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2007.00 TO NODE 2015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 407.21 DOWNSTREAM(FEET) = 392.50 FLOW LENGTH(FEET) = 563.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.79 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.03 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2015.00 = 2798.40 FEET- **************************************************************************** FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 2009.10 TO NODE 2009.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 2009.10 TO NODE 2015.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 397.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.07 LONGEST FLOWPATH FROM NODE 2009.10 TO NODE 2015.00 = 86.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.49 6.07 6.510 0.40 LONGEST FLOWPATH FROM NODE 2009.10 TO NODE 2015.00 = 86.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 48.03 13.10 3.964 11.40 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2015.00 = 2798.40 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.74 6.07 6.510 2 49.55 13.10 3.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.55 Tc(MIN.) = 13.10 TOTAL AREA(ACRES) = 11.80 **************************************************************************** FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 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.) = 13.10 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 11.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.55 **************************************************************************** FLOW PROCESS FROM NODE 2011.10 TO NODE 2011.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 430.00 DOWNSTREAM ELEVATION = 429.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.7 00 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 2011.20 TO NODE 2011.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 7.58 Tc(MIN.) = 13.58 LONGEST FLOWPATH FROM NODE 2011.10 TO NODE 2011.30 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2011.30 TO NODE 2011.30 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.872 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 6.95 SUBAREA RUNOFF(CFS) = 25.57 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 25.88 TC(MIN) = 13.58 **************************************************************************** FLOW PROCESS FROM NODE 2011.30 TO NODE 2011.40 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 406.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.88 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 2011.10 TO NODE 2011.40 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2011.40 TO NODE 2011.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.652 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 29.49 TOTAL AREA(ACRES) = 15.50 TOTAL RUNOFF(CFS) = 55.37 TC(MIN) = 14.87 **************************************************************************** FLOW PROCESS FROM NODE 2011.40 TO NODE 2015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 395.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 5 0.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.37 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.92 LONGEST FLOWPATH FROM NODE 2011.10 TO NODE 2015.00 = 2050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 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.) = 14.92 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 15.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 49.55 13.10 3.964 11.80 2 55.37 14.92 3.644 15.50 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) 1 100.46 13.10 3.964 2 100.93 14.92 3.644 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 100.93 Tc(MIN.) = 14.92 TOTAL AREA(ACRES) = 27.30 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2015.00 = 2798.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2015,00 TO NODE 2016.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.84 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.93 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = ' 14.94 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2016.00 = 2818.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2016.00 TO NODE 2016.00 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.) = 14.94 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 27.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.93 **************************************************************************** FLOW PROCESS FROM NODE 2016.10 TO NODE 2016-10 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 2016.10 TO NODE 2016.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 395.00 DOWNSTREAM(FEET) = 392.00 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 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.03 LONGEST FLOWPATH FROM NODE 2016.10 TO NODE 2016.00 = 40.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2016.00 TO NODE 2016.00 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. ) = 6.03 RAINFALL INTENSITY(INCH/HR) = 6.54 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 100.93 14.94 3.642 27.30 2 2.49 6.03 6.539 0.40 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 58.70 6.03 6.539 2 102.32 14.94 3.642 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 102.32 Tc(MIN.) = 14.94 TOTAL AREA(ACRES) = 27.70 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2016.00 = 2818.40 FEET- **************************************************************************** FLOW PROCESS FROM NODE 2016-00 TO NODE 2020.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 391-00 DOWNSTREAM(FEET) = 3 88.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.94 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.32 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2020.00 = 2898.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2020.00 TO NODE 1005.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.16 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.32 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 15.11 LONGEST FLOWPATH FROM NODE 2001-00 TO NODE 1005.00 = 2998.40 FEET- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 27.70 TC(MIN.) = 15.11 PEAK FLOW RATE(CFS) = 102.32 END OF RATIONAL METHOD ANALYSIS **************************************************************** ************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92109 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - EL FUERTE STREET * SYSTEM 3 000 * 100-YEAR STORM EVENT < ************************************************************************** FILE NAME: C:\aes2001\hydrosft\ratscx\1325-3u.dat TIME/DATE OF STUDY: 10:19 05/17/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 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 =0.85 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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.10 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 ************************************************^^^^j^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1006.10 TO NODE 1006.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 4 09.00 DOWNSTREAM ELEVATION(FEET) = 406.00 STREET LENGTH(FEET) = 3 50.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK{FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 8.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.069 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.68 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 1006.00 TO NODE 1006.20 = 350.00 FEET. *************************** ************************************************* FLOW PROCESS FROM NODE 1006.20 TO NODE 1006.50 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.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 5.07 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11 ************************************************^^**^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1006.30 TO NODE 1006.30 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 1006.31 TO NODE 1006.33 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 409.00 DOWNSTREAM ELEVATION(FEET) = 406.00 STREET LENGTH(FEET) = 3 50.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 9.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.024 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S-C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.66 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 1006.30 TO NODE 1006.33 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.33 TO NODE 1006.50 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.) = 9.07 RAINFALL INTENSITY(INCH/HR) = 5.02 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.11 8.95 5.069 0.80 2 2.53 9.07 5.024 0.50 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 5.62 8.95 5.069 2 5.61 9.07 5.024 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.62 Tc(MIN.) = 8.95 TOTAL AREA(ACRES) = 1.3 0 LONGEST FLOWPATH FROM NODE 1006.30 TO NODE 1006.50 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.50 TO NODE 1005.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 7.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.62 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.17 LONGEST FLOWPATH FROM NODE 1006.30 TO NODE 1005.00 = 800.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.30 TC(MIN.) = 9.17 PEAK FLOW RATE(CFS) = 5.62 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 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 - ULTIMATE CONDITIONS * * PA - 2 WEST SYSTEM 4 00 * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: 1325400I.DAT TIME/DATE OF STUDY: 16:27 09/05/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZEdNCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 26.0 21.0 0.020/0.020/ 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 3 09.00 DOWNSTREAM ELEVATION = 308.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0-10 TOTAL RUNOFF{CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 400.10 TO NODE 400.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) = 303.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.20 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.20 TO NODE 400.20 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.639 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 37.02 TOTAL AREA(ACRES) = 8.5 0 TOTAL RUNOFF(CFS) = 37.64 TC(MIN) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 400.20 TO NODE 405.00 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAM(FEET) = 281.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.64 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.43 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 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.) = 10.43 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 8.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.64 **************************************************************************** FLOW PROCESS FROM NODE 405.10 TO NODE 405.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 405.10 TO NODE 405.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 405.20 TO NODE 405.20 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) =3.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 405.20 TO NODE 405.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.64 10.43 4.592 8.50 2 3-12 6.00 6.559 0.50 3 3.12 6.00 6.559 0.50 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 32.59 6.00 6.559 2 32.59 6.00 6.559 3 42.00 10.43 4.592 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.00 Tc(MIN.) = 10.43 TOTAL AREA(ACRES) = 9.50 LONGEST FLOWPATH FROM NODE 405.20 TO NODE 405.00 = 5000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 415.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 282.00 DOWNSTREAM(FEET) = 275.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.00 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 11.23 LONGEST FLOWPATH FROM NODE 405.20 TO NODE 415.00 = 5500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 10 >>>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.10 IS CODE = 21 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 299.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 408.10 TO NODE 408.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 299.00 DOWNSTREAM(FEET) = 276.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 408.30 = 900-00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.30 TO NODE 408.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.051 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 40.79 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 41.41 TC(MIN) = 9.00 **************************************************************************** FLOW PROCESS FROM NODE 408.30 TO NODE 410.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 275.00 DOWNSTREAM(FEET) = 274.00 FLOW LENGTH (FEET) = 80.00 MANlxlING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.41 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 408-00 TO NODE 410.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 5.00 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.41 **************************************************************************** FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.98 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 4.98 **************************************************************************** FLOW PROCESS FROM NODE 410.10 TO NODE 410.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.9 8 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 41.41 9.13 5.002 8.60 2 4.98 6.00 6.559 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORI^LA USED FOR 2 STREAMS- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN-) (INCH/HOUR) 1 36.57 6.00 6.559 2 45.21 9.13 5.002 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.21 Tc(MIN.) = 9.13 TOTAL AREA(ACRES) = 9.40 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 410.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.22 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.21 PIPE TRAVEL TIME(MIN.) = 0.07 Tc{MIN.) = 9.20 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 411.50 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 411.50 TO NODE 411.50 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.) = 9.20 RAINFALL INTENSITY(INCH/HR) = 4.98 TOTAL STREAM AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.21 **************************************************************************** FLOW PROCESS FROM NODE 411.10 TO NODE 411.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 296.00 ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.650 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0-62 **************************************************************************** FLOW PROCESS FROM NODE 411.20 TO NODE 411.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 297.00 DOWNSTREAM(FEET) = 278.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.69 LONGEST FLOWPATH FROM NODE 411.10 TO NODE 411.30 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 411.30 TO NODE 411.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.587 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C-S- CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 11.77 TC(MIN) = 7.69 **************************************************************************** FLOW PROCESS FROM NODE 411.30 TO NODE 411.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 272.05 DOWNSTREAM(FEET) = 264.07 FLOW LENGTH(FEET) = 268.32 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.77 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 411.10 TO NODE 411.50 = 1018.32 FEET. **************************************************************************** FLOW PROCESS FROM NODE 411.50 TO NODE 411.50 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.) = 8.13 RAINFALL INTENSITY(INCH/HR) = 5.39 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.21 9.20 4.979 9.40 2 11.77 8.13 5.392 2.20 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 53.52 8.13 5.392 2 56.08 9.20 4.979 COMPUTED CONFLUENCE ESTIMATES ARS AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.08 Tc(MIN.) = 9.20 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 411.50 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 411.50 TO NODE 415.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 275.00 DOWNSTREAM{FEET) = 274.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.08 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 415.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<«< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 56.08 9.23 4.967 11.60 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 415.00 = 1060.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.00 11.23 4.378 9.50 LONGEST FLOWPATH FROM NODE 405.20 TO NODE 415.00 = 5500.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 93.09 9.23 4-967 2 91.42 11.23 4.378 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 93.09 Tc(MIN.) = 9.23 TOTAL AREA(ACRES) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 9.23 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STRE7VM AREA (ACRES) = 21.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.09 **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S-C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 12.46 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 12.46 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6-56 TOTAL STREAM AREA(ACRES) = 2-00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12-46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 93.09 9.23 4.967 21.10 2 12.46 6.00 6.559 2.00 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 82.97 6.00 6.559 2 102.53 9.23 4.967 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 102.53 Tc(MIN.) = 9.23 TOTAL AREA(ACRES) = 23.10 LONGEST FLOWPATH FROM NODE 405.20 TO NODE 415.00 = 5500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<< ELEVATION DATA: UPSTREAM(FEET) = 274.00 DOWNSTREAM(FEET) = 195.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 48.65 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.53 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 405.20 TO NODE 420.00 = 5660.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.10 TC(MIN.) = 9.29 PEAK FLOW RATE(CFS) = 102.53 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference:. SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 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 - BACKBONE STORM DRAIN ULTIMATE CONDITIONS * * SYSTEM 4000 - PA 15 MASS GRADED CONTOURS WITH ULTIMATE 'C VALUES * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: 132S-4I.DAT TIME/DATE OF STUDY: 09:38 09/06/2002 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 =0.85 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 37.0 32.0 0.020/0.020/ 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4001.00 TO NODE 4002.00 IS CODE = 21 »>»RATIONAL 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 = 310.00 UPSTREAM ELEVATION = 415.00 DOWNSTREAM ELEVATION = 412.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.010 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.444 SUBAFIEA RUNOFF (CFS) = 0.46 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 4002.00 TO NODE 4003.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 411.00 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.46 PIPE TRAVEL TIME(MIN.) = 4.76 Tc{MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 4001.00 TO NODE 4003.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4003.00 TO NODE 4003.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.030 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S- CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 14.39 TOTAL AREA(ACRES) = 4.3 0 TOTAL RUNOFF(CFS) = 14.85 TC(MIN) = 12.77 **************************************************************************** FLOW PROCESS FROM NODE 4003.00 TO NODE 4006.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 403.75 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.85 PIPE TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 15.32 LONGEST FLOWPATH FROM NODE 4001.00 TO NODE 4006.20 = 1780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4006.20 TO NODE 4006.20 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.583 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 17.67 TOTAL AREA(ACRES) = 10.10 TOTAL RUNOFF(CFS) = 32.52 TC(MIN) = 15.32 **************************************************************************** FLOW PROCESS FROM NODE 4006.20 TO NODE 4007.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 405.00 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.52 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.40 LONGEST FLOWPATH FROM NODE 4001.00 TO NODE 4007.00 = 193 0.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4007-00 TO NODE 4010.00 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 360.00 DOWNSTREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.48 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.52 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 15.61 LONGEST FLOWPATH FROM NODE 4001.00 TO NODE 4010.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4010.00 TO NODE 4010.00 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.) = 15.61 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.52 **************************************************************************** FLOW PROCESS FROM NODE 4008.00 TO NODE 4008.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 8 8 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 8.66 **************************************************************************** FLOW PROCESS FROM NODE 4008.00 TO NODE 4010.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 342.35 DOWNSTREAM(FEET) = 342.29 FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.66 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 4008.00 TO NODE 4010.00 = 10.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4010.00 TO NODE 4010.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.01 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.66 **************************************************************************** FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) =92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4-98 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 4.98 **************************************************************************** FLOW PROCESS FROM NODE 4009.00 TO NODE 4010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 349.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18-000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.98 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6-12 LONGEST FLOWPATH FROM NODE 4009.00 TO NODE 4010.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 4010.00 TO NODE 4010.00 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 CONCElv]TRATION(MIN. ) =6.12 RAINFALL INTENSITY(INCH/HR) = 6.48 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.52 15.61 3.539 10.10 2 8.66 6.01 6.549 2.40 3 4.98 6.12 6.478 0.80 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 31.16 6.01 6.549 2 31.31 6.12 6.478 3 39-92 15-61 3.539 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.92 Tc(MIN.) = 15.61 TOTAL AREA(ACRES) = 13.30 LONGEST FLOWPATH FROM NODE 4009.00 TO NODE 4010.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 4010.00 TO NODE 1015.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 352.00 DOWNSTREAM(FEET) = 350.24 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 2 0.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.34 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.92 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 4009.00 TO NODE 1015.00 = ******** FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.30 TC(MIN.) = 15.76 PEAK FLOW RATE(CFS) = 3 9.92 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (519) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS * * SYSTEM 6000: OS-3 AND PA-13 ULTIMATE CONDITIONS HYDROLOGY * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: 1325-6U.DAT TIME/DATE OF STUDY: 09:53 09/03/2002 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 =0.85 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 37.0 32.0 0-020/0-020/ 0-67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6001.00 TO NODE 6002.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.88(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 220.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 3 50.00 ELEVATION DIFFERENCE = 50.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.468 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 6002.00 TO NODE 6003.00 IS CODE = 51 >>»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.1143 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 2.81 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 4.15 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6003.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5003.00 TO NODE 6003.00 IS CODE = 81 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.628 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 12.08 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 12.48 TC(MIN) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 6003.00 TO NODE 6005.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<<«< >»>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 270.00 DOWNSTREAM(FEET) = 265.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0125 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.48 FLOW VELOCITY(FEET/SEC) = 6.20 FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6005.00 = 1320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6005.00 TO NODE 6005.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 9.37 TOTAL AREA(ACRES) = 13.60 TOTAL RUNOFF(CFS) = 21.85 TC(MIN) = 16.10 **************************************************************************** FLOW PROCESS FROM NODE 6005.00 TO NODE 6010.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 265.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.85 FLOW VELOCITY(FEET/SEC) = 6.80 FLOW DEPTH(FEET) = 1.04 TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6010.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.309 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 12.74 TOTAL AREA(ACRES) = 19.10 TOTAL RUNOFF(CFS) = 34.59 TC(MIN) = 17.33 **************************************************************************** FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 6011.00 TO NODE 6012.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.95(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 340.00 ELEVATION DIFFERENCE = 60.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 6012.00 TO NODE 6013.00 IS CODE = 51 »>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<<< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300-00 CHANNEL SLOPE = 0.2333 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 3.83 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 6011.00 TO NODE 6013.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6013.00 TO NODE 6013.00 IS CODE = 81 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.138 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 12.66 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 13.05 TC(MIN) = 12.25 **************************************************************************** FLOW PROCESS FROM NODE 6013.00 TO NODE 6010.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 270.00 DOWNSTREAM(FEET) = 250.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0250 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 13.06 FLOW VELOCITY(FEET/SEC) = 8.36 FLOW DEPTH(FEET) = 0.67 TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 13.05 LONGEST FLOWPATH FROM NODE 6011.00 TO NODE 6010.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 11 »>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.06 13.05 3.973 7.00 LONGEST FLOWPATH FROM NODE 6011.00 TO NODE 6010.00 = 950.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.59 17.33 3.309 19.10 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6010.00 = 1820.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.88 13.05 3.973 2 45.47 17.33 3.309 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.47 Tc(MIN.) = 17.33 TOTAL AREA(ACRES) = 26.10 **************************************************************************** FLOW PROCESS FROM NODE 6010.00 TO NODE 6020.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 2 60.00 DOWNSTREAM(FEET) = 255.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4 5.47 FLOW VELOCITY(FEET/SEC) = 8.17 FLOW DEPTH(FEET) = 1.44 TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 18.35 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6020.00 = 2320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6020.00 TO NODE 6020.00 IS CODE = 81 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.190 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 12.28 TOTAL AREA(ACRES) = 31.60 TOTAL RUNOFF(CFS) = 57.75 TC(MIN) = 18.35 **************************************************************************** FLOW PROCESS FROM NODE 6020.00 TO NODE 6021.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 250.00 DOWNSTREAM(FEET) = 210.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.67 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.75 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 18.46 LONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6021.00 = 2520.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.60 TC(MIN.) = 18.46 PEAK FLOW RATE(CFS) = 57.75 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. l.SA 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 - ULTIMATE CONDITION * * SYSTEM 800 - ALONG EL CAMINO REAL * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: 1325800I.DAT TIME/DATE OF STUDY: 10:36 02/13/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 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 =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-V7U,,UES 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 0.0313 0.167 0.0150 2 26.0 21.0 0.020/0.020/ 0.50 1-50 0-0313 0-125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 805.11 TO NODE 805.12 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 24.00 UPSTREAM ELEVATION = 313.00 DOWNSTREAM ELEVATION = 312.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.03 6 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 *********************************************************************^^^^^^^ FLOW PROCESS FROM NODE 805.12 TO NODE 805.13 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 312.50 DOWNSTREAM ELEVATION(FEET) = 297.50 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 5.66 Tc(MIN.) = 11.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.274 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.15 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 805.11 TO NODE 805.13 = 854.00 FEET. **********************************************************^^*^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 805.13 TO NODE 805.21 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.) = 11.65 RAINFALL INTENSITY(INCH/HR) = 4.27 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.14 ******************************************************************J^^^^^^^^^^ FLOW PROCESS FROM NODE 805.21 TO NODE 805.21 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.87 RAIN INTENSITY(INCH/HOUR) = 3.65 TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 10.90 *************************************************************************^^^ FLOW PROCESS FROM NODE 805.21 TO NODE 805.21 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.) = 14.87 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 3.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.14 11.66 4.274 0.50 2 10.90 14.87 3.653 3.23 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 11.45 11.66 4.274 2 12.73 14.87 3.553 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12-73 Tc(MIN.) = 14.87 TOTAL AREA(ACRES) = 3.73 LONGEST FLOWPATH FROM NODE 805.11 TO NODE 805.21 = 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.21 TO NODE 805.20 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 287.75 DOWNSTREAM(FEET) = 287.45 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.73 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 15.04 LONGEST FLOWPATH FROM NODE 805.11 TO NODE 805.20 = 909.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.20 TO NODE 805.20 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.) = 15.04 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 3.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.73 **************************************************************************** FLOW PROCESS FROM NODE 805.21 TO NODE 805.22 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 24.00 UPSTREAM ELEVATION = 313.00 DOWNSTREAM ELEVATION = 312.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.036 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 805.22 TO NODE 805.23 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 312.50 DOWNSTREAM ELEVATION(FEET) = 297.50 STREET LENGTH(FEET) = 83 0.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 6.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 5.66 Tc(MIN.) = 11.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.274 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.15 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 805.21 TO NODE 805.23 = 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.20 TO NODE 805.20 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AKID COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 4.27 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2-14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.73 15.04 3.625 3.73 2 2.14 11.66 4.274 0.50 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 12.94 11.66 4.274 2 14.54 15.04 3.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.54 Tc(MIN.) = 15.04 TOTAL AREA(ACRES) = 4.23 LONGEST FLOWPATH FROM NODE 805.11 TO NODE 805.20 = 909.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.20 TO NODE 809.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 287.50 DOWNSTREAM(FEET) = 287.23 FLOW LENGTH(FEET) = 60.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.54 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 15.23 LONGEST FLOWPATH FROM NODE 805.11 TO NODE 809.00 = 969.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 809.00 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.) = 15.23 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 4.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.54 **************************************************************************** FLOW PROCESS FROM NODE 808.10 TO NODE 808.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 319.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 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 808.20 TO NODE 808.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 319.00 DOWNSTREAM(FEET) = 309.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 6.66 Tc(MIN.) = 12.55 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 808.30 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 808.30 TO NODE 808.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.053 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 6.35 SUBAREA RUNOFF(CFS) = 24.45 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 24.75 TC(MIN) = 12.66 **************************************************************************** FLOW PROCESS FROM NODE 808.30 TO NODE 808.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 309.00 DOWNSTREAM(FEET) = 300 00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.75 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 808.40 = 1700.00 FEET. *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 808.40 TO NODE 808.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.844 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 24 10 TOTAL AREA(ACRES) = 13.00 TOTAL RUNOFF(CFS) = 48 86 TC(MIN) = 13.74 ***************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 808.40 TO NODE 809.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 288.92 DOWNSTREAM(FEET) = 286 99 FLOW LENGTH(FEET) = 50.41 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.62 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.86 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.80 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 809.00 = 1760.41 FEET. ***********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 809.00 TO NODE 809.00 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.) =13.80 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.54 15.23 3.597 4.23 2 48.86 13.80 3.832 13.00 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 62.51 13.80 3-832 2 60-41 15.23 3.597 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.51 Tc(MIN.) = 13.80 TOTAL AREA(ACRES) = 17.23 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 809.00 = 1750.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 810.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 285.71 DOWNSTREAM(FEET) = 281.91 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.51 PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 810.00 = 2600.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 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.) = 15.50 RAINFALL INTENSITY(INCH/HR) = 3.5 6 TOTAL STREAM AREA(ACRES) = 17.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.51 **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 809.10 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 298.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.556 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.298 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 0.3 9 **************************************************************************** FLOW PROCESS FROM NODE 809.10 TO NODE 810.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 29 8.00 DOWNSTREAM(FEET) = 289.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.3 9 PIPE TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = 17.03 LONGEST FLOWPATH FROM NODE 809.00 TO NODE 810.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.347 USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.3 0 TOTAL RUNOFF(CFS) = 2.04 TC(MIN) = 17.03 **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 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.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 1.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 52.51 15-50 3.555 17.23 2 2.04 17.03 3.347 1.30 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 64.68 15.50 3.555 2 60.89 17.03 3.347 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.68 Tc(MIN.) = 15.50 TOTAL AREA(ACRES) = 18.53 LONGEST FLOWPATH FROM NODE 808.10 TO NODE 810-00 = 2600-41 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.53 TC(MIN.) = 15.50 PEAK FLOW RATE(CFS) = 64.68 END OF RATIONAL METHOD ANALYSIS ************************************************************************^^^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-5471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - ULTIMATE MASS GRADED CONDITIONS * * SYSTEM 100 * * 100-YEAR STORM EVENT * *****************************************************************^^^^^^^^^ FILE NAME: 1325W1I.DAT TIME/DATE OF STUDY: 10:39 09/05/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MAl^AL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZEdNCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MAOTAL "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 25.0 20 . 0 0.020/0.020/ 0.50 1. 50 0.0312 0.125 0.0150 3 12 . 0 7.0 0.020/0.020/ 0.50 1.50 0.0312 0. 125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *****************************************************************^^^^^^^j^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 100.10 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S-C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 433.00 DOWNSTREAM ELEVATION = 431.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.818 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************^^ FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 431.00 DOWNSTREAM(FEET) = 412.00 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 5.20 Tc(MIN.) = 11.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.20 = 1350.00 FEET. ************************************************************************^^jj.^ FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.384 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 35.82 TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 3 5.44 TC(MIN) = 11.20 *************************************************************************^^^ FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 412.00 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.78 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.44 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 11.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.30 = 1750.00 FEET. *****************************************************************^*^^^^^^^^^ FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.203 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 35.93 TOTAL AREA(ACRES) = 17.70 TOTAL RUNOFF(CFS) = 72.38 TC(MIN) = 11.96 ****************************************************************^*^^^^^^^^^^ FLOW PROCESS FROM NODE 100.30 TO NODE 101.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 407.50 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.76 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.38 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1770.00 FEET. ******************************************************^*^j^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 396.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 228.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.07 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.38 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1998.00 FEET. ******************************************************^*^*^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) = 12.18 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.38 ***********************************************************^^^*^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 102.20 TO NODE 102.20 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.3 6 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 4.36 **************************************************************************** FLOW PROCESS FROM NODE 102.20 TO NODE 102.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 **************************************************************************** FLOW PROCESS FROM NODE 102.30 TO NODE 102.30 IS CODE = 22 »»>PLATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 4.3 6 **************************************************************************** FLOW PROCESS FROM NODE 102.30 TO NODE 102.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 72.38 12.18 4.153 17.70 2 4.36 6.00 6.559 0.70 3 4.36 6.00 6.559 0.70 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 54.55 6.00 6.559 2 54.55 6.00 6.559 3 77.90 12.18 4.153 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.90 Tc(MIN.) = 12.18 TOTAL AREA(ACRES) = 19.10 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.00 = 23000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) = 370.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36-0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.29 ESTIMATED PIPE DIAMETER(INCH) = 35.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.90 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.84 LONGEST FLOWPATH FROM NODE 102.3 0 TO NODE 105.00 = 23 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDEOT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.84 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 19.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.90 **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 105.11 TO NODE 105.11 IS CODE = 22 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 105.11 TO NODE 105.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.5 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 77.90 12.84 4.015 19.10 2 3.12 6.00 6.559 0.50 3 3.12 5.00 6.559 0.50 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 53.92 6.00 6.559 2 53.92 6.00 6.559 3 81.71 12.84 4.015 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.71 Tc(MIN.) = 12.84 TOTAL AREA(ACRES) = 20.10 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 105.00 = 23600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<< ELEVATION DATA: UPSTREAM(FEET) = 3 75.50 DOWNSTREAM(FEET) = 364.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19-3 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 26.80 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 81.71 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.90 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 105.50 = 23700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.50 TO NODE 105.50 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.) = 12.90 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 20.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.71 **************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.21 IS CODE = 21 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 404.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 TIME OF CONCENTRATION ASSUMED AS 5-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 105.21 TO NODE 105.22 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 382.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1-9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 12.44 LONGEST FLOWPATH FROM NODE 105.20 TO NODE 105.22 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.22 TO NODE 105.22 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,099 USER-SPECIFIED RUNOFF COEFFICIENT = ,9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 10.35 SUBAREA RUNOFF(CFS) = 40.30 TOTAL AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 40.62 TC(MIN) = 12.44 **************************************************************************** FLOW PROCESS FROM NODE 105.22 TO NODE 105.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 382.00 DOWNSTREAM(FEET) = 380.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.62 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 13.3 9 LONGEST FLOWPATH FROM NODE 105.20 TO NODE 105.30 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.30 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.908 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 38.61 TOTAL AREA(ACRES) = 20.80 TOTAL RUNOFF(CFS) = 79.23 TC(MIN) = 13.39 **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.50 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTRE/^(FEET) = 366.00 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.94 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.23 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 105.20 TO NODE 105.50 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.50 TO NODE 105.50 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.) = 13.45 RAINFALL INTENSITY(INCH/HR) =3.90 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.71 12.90 4.003 20.10 2 79.23 13.45 3.897 20.80 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) 1 158.85 12.90 4.003 2 158.78 13.45 3.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 158.85 Tc(MIN.) = 12.90 TOTAL AREA(ACRES) = 40.90 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 105.50 = 23700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.50 TO NODE 106.00 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 365.00 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 158.85 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 105.00 = 23800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 12.97 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 40.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 158.85 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.65 RAIN INTENSITY(INCH/HOUR) = 3.40 TOTAL AREA(ACRES) = 5.95 TOTAL RUNOFF(CFS) = 21-67 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 16.65 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 158.85 12.97 3.989 40.90 2 21.67 16.65 3.396 5.95 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) 1 177.30 12.97 3.989 2 156.90 16.65 3.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.30 Tc(MIN.) = 12.97 TOTAL AREA(ACRES) = 46.85 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 106.00 = 23800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 330.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 24.03 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 177.30 PIPE TRAVEL TIME(MIN.) = 0.3 8 Tc(MIN.) = 13.3 5 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 107.00 = 24350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 13.35 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 45.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.30 **************************************************************************** FLOW PROCESS FROM NODE 106.91 TO NODE 106.91 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 3.74 **************************************************************************** FLOW PROCESS FROM NODE 107.10 TO NODE 107.00 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 0.5 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74 **************************************************************************** FLOW PROCESS FROM NODE 107.20 TO NODE 107.30 IS CODE = 21 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S- CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 385.00 DOWNSTREAM ELEVATION = 3 85.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 2.7 00 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 107.30 TO NODE 107.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) = 373.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 10.62 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.40 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.40 TO NODE 107.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.538 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 4.35 SUBAREA RUNOFF(CFS) = 18.75 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 19.07 TC(MIN) = 10.62 **************************************************************************** FLOW PROCESS FROM NODE 107.40 TO NODE 107.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 367.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.30 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.07 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.16 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.50 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.50 TO NODE 107.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 15.45 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 34.52 TC(MIN) = 11.16 **************************************************************************** FLOW PROCESS FROM NODE 107.50 TO NODE 107.60 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 6 8.00 DOWNSTREAM(FEET) = 364.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.86 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.52 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.60 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.60 TO NODE 107.60 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.272 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 15.42 TOTAL AREA(ACRES) = 11.90 TOTAL RUNOFF(CFS) = 49.94 TC(MIN) = 11.67 **************************************************************************** FLOW PROCESS FROM NODE 107.60 TO NODE 107.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 363.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12-6 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 33-20 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.94 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.72 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 11.72 RAINFALL INTENSITY(INCH/HR) = 4.2 6 TOTAL STREAM AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 177.30 13.35 3.915 46.85 2 3.74 6.00 6.559 0.60 3 49.94 11.72 4.260 11.90 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) 1 141.99 6.00 6.559 2 215-30 11.72 4.260 3 225.42 13.35 3.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 225.42 Tc(MIN.) = 13.35 TOTAL AREA(ACRES) = 59.35 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 107.00 = 24350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.90 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 330.00 DOWNSTREAM(FEET) = 329.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.56 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 225.42 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 107.90 = 24370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.90 TO NODE 107.90 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.) = 13.37 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 59.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 225.42 **************************************************************************** FLOW PROCESS FROM NODE 107.91 TO NODE 107.91 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 1-00 TOTAL RUNOFF(CFS) = 6.23 **************************************************************************** FLOW PROCESS FROM NODE 107.91 TO NODE 107.90 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 1-00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6-23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN-) (INCH/HOUR) (ACRE) 1 225.42 13.37 3.912 59.35 2 5.23 6.00 6.559 1.00 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) 1 140-69 6-00 6.559 2 229.14 13.37 3.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 229.14 Tc(MIN.) = 13.37 TOTAL AREA(ACRES) = 60.35 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 107.90 = 24370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.90 TO NODE 108.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 329.00 DOWNSTREAM(FEET) = 300.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.65 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 229.14 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.44 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 108.00 = 24550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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,) = 13.44 RAINFALL INTENSITY(INCH/HR) = 3-90 TOTAL STREAM AREA(ACRES) = 6 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 229.14 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.24 RAIN INTENSITY(INCH/HOUR) = 4.14 TOTAL AREA(ACRES) = 15.25 TOTAL RUNOFF(CFS) = 69.61 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 12.24 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 16.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 229.14 13.44 3.898 60.35 2 69.61 12.24 4.141 16.25 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) 1 285.30 12-24 4.141 2 294.66 13-44 3.898 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 294.66 Tc(MIN.) = 13.44 TOTAL AREA(ACRES) = 7 6.60 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 108.00 = 24550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 111.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 292.00 FLOW LENGTH(FEET) = 630-00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 294.65 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 14.17 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 111.00 = 25180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 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.) = 14.17 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 75.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 294-66 **************************************************************************** FLOW PROCESS FROM NODE 111.10 TO NODE 111.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 111.20 TO NODE 111.20 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.61 **************************************************************************** FLOW PROCESS FROM NODE 111.20 TO NODE 111.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 294.66 14.17 3.768 76.60 2 2.80 6.00 5.559 0.45 3 3.61 6.00 6.559 1.00 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) 1 175.71 6.00 6.559 2 175.71 6.00 6.559 3 298.35 14.17 3.768 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PJ^TE(CFS) = 298.35 Tc(MIN.) = 14.17 TOTAL AREA(ACRES) = 78.05 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 111.00 = ******** FEET. ******************************************************************^*^^^^^^^^ FLOW PROCESS FROM NODE 111.00 TO NODE 115.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 290.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 3 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.46 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 298.35 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 115.00 = ******** FEET. ********************************************************************^*^^^^^^ FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 7 8.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 298.35 **************************************************************************** FLOW PROCESS FROM NODE 112.10 TO NODE 112-20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 3 21.00 DOWNSTREAM ELEVATION = 320.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0 ************************************************************ FLOW PROCESS FROM NODE 112.20 TO NODE 112.30 IS CODE »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)- ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 112.10 TO NODE 112.30 = ************************************************************5 FLOW PROCESS FROM NODE 112.30 TO NODE 112.30 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 23. TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 24.53 TC(MIN) = 9.33 ************************************************************* FLOW PROCESS FROM NODE 112.30 TO NODE 115.00 IS CODE >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)< ELEVATION DATA: UPSTREAM(FEET) = 291.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 24.53 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.43 LONGEST FLOWPATH FROM NODE 112.10 TO NODE 115.00 = 1 ************************************************************* FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN-) = 9.43 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 5.2 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.53 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.25 RAIN INTENSITY(INCH/HOUR) = 3.93 TOTAL AREA(ACRES) = 3 4.71 TOTAL RUNOFF(CFS) = 90.00 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 13.25 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 34.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 298.35 14.25 3.755 78.05 2 24.53 9.43 4.900 5.20 3 90.00 13.25 3.935 34.71 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) 1 325.43 9.43 4.900 2 394.42 13.25 3.935 3 403.04 14.25 3.755 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 403.04 Tc(MIN.) = 14.25 TOTAL AREA(ACRES) = 117.96 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 115.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 290.00 DOWNSTREAM(FEET) = 266.00 FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54-0 INCH PIPE IS 44-0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.06 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 403.04 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 14.52 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 116.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 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.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 117.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 403.04 **************************************************************************** FLOW PROCESS FROM NODE 116.10 TO NODE 116.10 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.55 9 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 115.20 TO NODE 116.20 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 5.77 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 5.77 **************************************************************************** FLOW PROCESS FROM NODE 116.20 TO NODE 116.00 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,) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 403.04 14.52 3.709 117.96 2 2.80 6.00 6.559 0.45 3 5.77 6.00 5.559 1.60 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) 1 235.48 6.00 6.559 2 236.48 6.00 6.559 3 407.89 14.52 3.709 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 407.89 Tc(MIN.) = 14.52 TOTAL AREA(ACRES) = 12 0.01 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 115.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 266.00 DOWNSTREAM(FEET) = 247.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.42 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 407.89 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 117.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 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.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 120.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 407.89 **************************************************************************** FLOW PROCESS FROM NODE 117.30 TO NODE 117.30 IS CODE = 7 >»>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.45 RAIN INTENSITY(INCH/HOUR) = 3.29 TOTAL AREA(ACRES) = 26.06 TOTAL RUNOFF(CFS) = 55.00 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 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.) = 17.45 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 26.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 407.89 14.54 3.589 120.01 2 55.00 17.45 3.294 26.06 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) 1 457.00 14.64 3.689 2 419.25 17.45 3.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 457.00 Tc(MIN.) = 14.64 TOTAL AREA(ACRES) = 146.07 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 117.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 247.00 DOWNSTREAM(FEET) = 245.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 30.12 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 457.00 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.56 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 118.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 118.10 TO NODE 118.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 118.10 TO NODE 118.20 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 232.00 DOWNSTREAM(FEET) = 231.00 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 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.03 PIPE TRAVEL TIME(MIN.) = 0.07 Tc{MIN.) = 6.07 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 118.20 = 4030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.20 TO NODE 118.20 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.) = 6.07 RAINFALL INTENSITY(INCH/HR) = 6.51 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 118.3 0 TO NODE 118.30 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 2.18 **************************************************************************** FLOW PROCESS FROM NODE 118.30 TO NODE 118.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 232.00 DOWNSTREAM(FEET) = 231.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.18 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.02 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.20 = 40.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.20 TO NODE 118.20 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.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.03 6.07 6.512 0.84 2 2.18 6.02 6.547 0.35 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 5.19 5.02 5.547 2 5.20 6.07 6.512 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.20 Tc(MIN.) = 5.07 TOTAL AREA(ACRES) = 1.19 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 118.20 = 403 0.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.20 TO NODE 118.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«<< ELEVATION DATA: UPSTREAM(FEET) = 231.00 DOWNSTREAM(FEET) = 229.85 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 4.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.20 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 6.97 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 118.00 = 4260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 11 >>»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.20 6.97 5.956 1.19 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 118.00 = 4250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 457.00 14.66 3.685 146.07 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 118.00 = ******** FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 287.96 6.97 5.955 2 460.22 14.66 3.685 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 460.22 Tc(MIN.) = 14.66 TOTAL AREA(ACRES) = 147.26 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 125.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 230.00 DOWNSTREAM(FEET) = 195.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 54.95 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 460.22 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.71 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 125.00 = ******** FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.679 USER-SPECIFIED RUNOFF COEFFICIENT = -4500 S.CS. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.9i TOTAL AREA(ACRES) = 149.05 TOTAL RUNOFF(CFS) = 463.20 TC(MIN) = 14.71 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 149.06 TC(MIN.) = 14.71 PEAK FLOW RATE(CFS) = 463.20 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 ************************** DESCRIPTION OF STUDY ************************** ' BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' SYSTEM 5000: NODES 5015 TO 5095 •> ' 100-YEAR STORM EVENT •< ************************************************************************** FILE NAME: 5000TM.DAT TIME/DATE OF STUDY: 09:34 02/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO M/USTUAL 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 =0.85 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 50 . 0 35.0 0.020/0 .020/0.020 0.67 2 .00 0.0312 0.167 0.0150 3 10.0 5 . 0 0.001/0 .001/ 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.39 RAIN INTENSITY(INCH/HOUR) = 3.08 TOTAL AREA(ACRES) = 14.10 TOTAL RUNOFF(CFS) = 28.14 **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5016.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 362.50 DOWNSTREAM(FEET) = 361.59 FLOW LENGTH(FEET) = 90.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.14 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 19.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5016.00 = 90.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5016.00 TO NODE 5025.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 351.26 DOWNSTREAM(FEET) = 359.05 FLOW LENGTH(FEET) = 220.59 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.14 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 20.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 20.02 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 14.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.14 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.00 RAIN INTENSITY(INCH/HOUR) = 3.80 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 10.78 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 14.00 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.14 20.02 3.015 14.10 2 10.78 14.00 3.797 5.00 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 33.12 14.00 3.797 2 36.70 20.02 3.015 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.70 Tc(MIN.) = 20.02 TOTAL AREA(ACRES) = 19.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5030.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 358.93 DOWNSTREAM(FEET) = 349.23 FLOW LENGTH(FEET) = 242.46 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.98 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.70 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 20.29 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 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,) = 20.29 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 19.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 6.70 **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 IS CODE = 7 »>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.35 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 1.74 TOTAL RUNOFF(CFS) = 3.75 **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5030.00 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.) =14.35 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 36.70 20.29 2.989 19.10 2 3.75 14.35 3.737 1.74 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 33.10 14.35 3.737 2 39.70 20.29 2.989 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.70 Tc(MIN.) = 20.29 TOTAL AREA(ACRES) = 20.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.60 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 348.90 DOWNSTREAM(FEET) = 344.10 FLOW LENGTH(FEET) = 211.57 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.27 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.70 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 20.58 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 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.) = 20.58 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 20.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.70 **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.74 RAIN INTENSITY(INCH/HOUR) = 5.57 TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 3.87 **************************************************************************** FLOW PROCESS FROM NODE 5025.50 TO NODE 5025.60 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.) = 7.74 RAINFALL INTENSITY(INCH/HR) = 5.57 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.70 20.58 2.962 20.84 2 3.87 7.74 5.565 1.08 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 25.00 7.74 5.565 2 41.76 20.58 2.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.76 Tc(MIN.) = 20.58 TOTAL AREA(ACRES) = 21.92 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.50 TO NODE 5037.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 343.70 DOWNSTREAM(FEET) = 337.45 FLOW LENGTH(FEET) = 255.03 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.77 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.75 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 20.91 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) = 20.91 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 21.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.76 **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.99 RAIN INTENSITY(INCH/HOUR) = 3.99 TOTAL AREA(ACRES) = 5.51 TOTAL RUNOFF(CFS) = 13.25 **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) = 12.99 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 5.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 41.75 20.91 2-931 21.92 2 13.25 12.99 3.985 5.51 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 43.97 12.99 3.985 2 51.50 20.91 2.931 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.50 Tc(MIN.) = 20.91 TOTAL AREA(ACRES) = 27.43 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5040.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 337.12 DOWNSTREAM(FEET) = 328.83 FLOW LENGTH(FEET) = 271.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.88 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.50 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 21.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5040.00 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.) = 21.22 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 27.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.50 **************************************************************************** FLOW PROCESS FROM NODE 5038.30 TO NODE 5040.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 2 2.82 RAIN INTENSITY(INCH/HOUR) = 2-77 TOTAL AREA(ACRES) = 3.05 TOTAL RUNOFF(CFS) = 4.85 **************************************************************************** FLOW PROCESS FROM NODE 5038.30 TO NODE 5040.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.82 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.10 RAIN INTENSITY(INCH/HOUR) = 3.96 TOTAL AREA(ACRES) = 1.13 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 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.) = 13.10 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.50 21.22 2.904 27.43 2 4.86 22.82 2.771 3.05 3 2.49 13.10 3.954 1.13 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 43.62 13.10 3.964 2 58.42 21.22 2.904 3 55.74 22.82 2.771 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.42 Tc(MIN.) = 21.22 TOTAL AREA(ACRES) = 31.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5060.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 328.50 DOWNSTREAM(FEET) = 310.25 FLOW LENGTH(FEET) = 302.57 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5 8.42 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 21.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5050.00 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.) = 21.47 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 31.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.42 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5050.00 IS CODE = 7 »>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.25 RAIN INTENSITY(INCH/HOUR) = 3.75 TOTAL AREA(ACRES) = 21.80 TOTAL RUNOFF(CFS) = 43.62 **************************************************************************** FLOW PROCESS FROM NODE 5050.00 TO NODE 5060.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 21.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.62 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.29 FIAIN INTENSITY (INCH/HOUR) = 4.95 TOTAL AREA(ACRES) = 1.87 TOTAL RUNOFF(CFS) = 5.19 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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.) = 9.29 RAINFALL INTENSITY(INCH/HR) = 4.95 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 58.42 21.47 2.882 31.61 2 43.62 14.25 3.754 21.80 3 5.19 9.29 4.947 1.87 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 72.32 9.29 4.947 2 92.40 14.25 3.754 3 94.93 21.47 2.882 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.93 Tc(MIN.) = 21.47 TOTAL AREA(ACRES) = 55.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5065.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 09.92 DOWNSTREAM(FEET) = 295.59 FLOW LENGTH(FEET) = 259.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.93 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 21.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.00 TO NODE 5065.00 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.) = 21.57 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 55.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.93 **************************************************************************** FLOW PROCESS FROM NODE 5051.10 TO NODE 5061.20 IS CODE = 21 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 290.00 UPSTREAM ELEVATION = 319.80 DOWNSTREAM ELEVATION = 304.79 ELEVATION DIFFERENCE = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.3 0 TOTAL RUNOFF(CFS) = 1.87 **************************************************************************** FLOW PROCESS FROM NODE 5061.30 TO NODE 5065.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.87 **************************************************************************** FLOW PROCESS FROM NODE 5062.10 TO NODE 5062.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 290.00 UPSTREAM ELEVATION = 319.80 DOWNSTREAM ELEVATION = 304.79 ELEVATION DIFFERENCE = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 5062.30 TO NODE 5065.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 94.93 21.67 2.855 55.28 2 1.87 6.00 6.559 0.30 3 1.18 6.00 6.559 0.19 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 44.51 6.00 6.559 2 44.51 5.00 6.559 3 96.26 21.67 2.855 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.25 Tc(MIN.) = 21.67 TOTAL AREA(ACRES) = 55.77 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5065.00 TO NODE 5070.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 295.21 DOWNSTREAM(FEET) = 281.29 FLOW LENGTH(FEET) = 295.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.20 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.26 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 21.92 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5070.00 = 2149.28 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5070.00 TO NODE 5075.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 280.96 DOWNSTREAM(FEET) = 260.15 FLOW LENGTH(FEET) = 292.96 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 23.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.26 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 22.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2442.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5075.00 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. ) = 22.13 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 55.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.26 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.70 RAIN INTENSITY(INCH/HOUR) = 4.04 TOTAL AREA(ACRES) = 5.98 TOTAL RUNOFF(CFS) = 14.66 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 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.) = 12.70 RAINFALL INTENSITY(INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 6.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 95.26 22.13 2.827 55.77 2 14.56 12.70 4.044 6.98 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 81.95 12-70 4.044 2 105.51 22.13 2.827 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 106.51 Tc(MIN.) = 22.13 TOTAL AREA(ACRES) = 52.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2442.24 FEET. ************************************************************ * * ************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5080.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 259-53 DOWNSTREAM(FEET) = 247.52 FLOW LENGTH(FEET) = 145.42 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 24.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.13 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.51 PIPE TRAVEL TIME(MIN.) = 0.10 Tc{MIN.) = 22.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5080.00 = 2587.55 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5080.00 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.) = 22.22 RAINFALL INTENSITY(INCH/HR) =2.82 TOTAL STREAM AREA(ACRES) = 62.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.51 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5078.00 IS CODE = 22 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C-S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 4.3 6 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 4.36 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5080.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN-) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6-56 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5079.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.49 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5080.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUEMCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR I^aDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN,) = 6,00 RAINFALL INTENSITY(INCH/HR) = 6,56 TOTAL STREAM AREA(ACRES) = 0.4 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INTCH/HOUR) (ACRE) 1 106.51 22.22 2.819 62.75 2 4.36 6.O0 6.559 0.70 3 2.49 6.00 6.559 0.40 RAINFALL INTENSITY AItt) TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 52.63 6.00 6.559 2 52.53 6.00 €.559 3 109.46 22.22 2.819 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.46 rc(MIN.) = 22.22 TOTAL AREA(ACRES) = 63.85 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5080.00 = 29296.00 FEET. ************************-******-*****-***************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5081.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 247.29 DOWNSTREAM(FEET) = 223.07 FLOW LENGTH(FEET) = 297.48 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.94 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.46 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.41 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5081.00 = 29593.48 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPEKTOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.41 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 63.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.46 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 1-25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 225.00 DOWNSTREAM(FEET) = 224.47 FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.25 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 5081.10 TO NODE 5081.00 = 303.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 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.) = 6.01 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.46 22.41 2.803 53.85 2 1.25 6.01 6.552 0.20 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 48.07 6.01 6.552 2 109.99 22.41 2.803 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.99 Tc(MIN.) = 22.41 TOTAL AREA(ACRES) = 64.05 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5081.00 = 29593.48 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5085.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 222.74 DOWNSTREAM(FEET) = 193.18 FLOW LENGTH(FEET) = 516.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.33 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.99 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 22.80 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5085.00 = 30110.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5085.00 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.) = 22.80 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 64.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.99 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 IS CODE = 7 >»>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.63 RAIN INTENSITY(INCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.63 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5085.40 TO NODE 5085.40 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 5084.00 TO NODE 5085.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.99 22.80 2.773 54.05 2 3.50 17.63 3.273 1.90 3 1.99 6.00 6.559 0.32 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 50.24 6.00 6.559 2 97.68 17.63 3.273 3 113.80 22.80 2.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 113.80 Tc(MIN.) = 22.80 TOTAL AREA(ACRES) = 66.27 LONGEST FLOWPATH FROM NODE 5079-00 TO NODE 5085.00 = 30110.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5090.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 192.68 DOWNSTREAM(FEET) = 187.88 FLOW LENGTH(FEET) = 114.77 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.15 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 113.80 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 22.89 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5090.00 = 30224.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 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.) = 22.89 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 66.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 113.80 **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5090.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.97 RAIN INTENSITY(INCH/HOUR) = 3.64 TOTAL AREA(ACRES) = 26.99 TOTAL RUNOFF(CFS) = 47.68 **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 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,) = 14.97 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 26.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 113.80 22.89 2.755 66.27 2 47.68 14.97 3.537 26.99 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) 1 134.20 14.97 3.637 2 150.05 22.89 2.765 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.05 Tc(MIN.) = 22.89 TOTAL AREA(ACRES) = 93.26 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5090.00 = 30224.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5095.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 187.36 DOWNSTREAM(FEET) = 177.95 FLOW LENGTH(FEET) = 221.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.53 ESTIMATED PIPE DIAMETER(INCH) = 3 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.05 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 23.06 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5095.00 = 30446.48 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 23.06 RAINFALL INTENSITY(INCH/HR) = 2.75 TOTAL STREAM AREA(ACRES) = 93.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.05 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5091.00 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 3.18 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5095.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 179-95 FLOW LENGTH(FEET) = 40.76 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.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.18 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.12 LONGEST FLOWPATH FROM NODE 5091.00 TO NODE 5095.00 = 40.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH/HR) = 6.48 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 7 »>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.08 RAIN INTENSITY(INCH/HOUR) = 3.47 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 5.02 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 180.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE 5085.40 TO NODE 5095.00 = 10.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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,) = 16.10 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 2.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 150.05 23.06 2.752 93.26 2 3.18 6.12 6.476 0.51 3 5.02 16.10 3.471 2.58 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 69.63 6.12 6.476 2 125-70 16.10 3.471 3 155.38 23.06 2.752 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 155.38 Tc(MIN.) = 23.06 TOTAL AREA(ACRES) = 96.35 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 5095.00 = 30446.48 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 1080.00 IS CODE = 31 »>»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 177.62 DOWNSTREAM(FEET) = 174.74 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.72 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.38 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 23.10 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 1080.00 = 30496.48 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 96.35 TC(MIN.) = 23.10 PEAK FLOW RATE(CFS) = 155.38 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' * SYSTEM 5022 - 'C STREET ^ * 1OO-YEAR STORM EVENT ' ************************************************************************** FILE NAME: 5022.DAT TIME/DATE OF STUDY: 08:51 02/11/2003 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 = 0.85 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 20.0 15.0 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 5022.00 TO NODE 5022.10 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 404.00 DOWNSTREAM ELEVATION = 403.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5022.10 TO NODE 5022.20 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 394.00 STREET LENGTH(FEET) = 500.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 13.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.853 USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 2.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.41 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 5022.00 TO NODE 5022.20 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5022.20 TO NODE 5023.00 IS CODE = 41 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 381.67 DOWNSTREAM(FEET) = 381.29 FLOW LENGTH(FEET) = 32.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.51 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.80 LONGEST FLOWPATH FROM NODE 5022.00 TO NODE 5023.00 = 632.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5023.00 TO NODE 5023.00 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.) = 13.80 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 **************************************************************************** FLOW PROCESS FROM NODE 5022.30 TO NODE 5022.40 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 409.00 DOWNSTREAM ELEVATION =4 08.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.2 6 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5022.40 TO NODE 5022.50 IS CODE = 62 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»( STREET TABLE SECTION # 2 USED)«<« UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 394.00 STREET LENGTH(FEET) = 500.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 12.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.035 USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 4.08 TOTAL AREA(ACRES) = 1.94 PEAK FLOW RATE(CFS) = 4.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 4 HALFSTREET FLOOD WIDTH(FEET) = 10.86 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5022.50 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5022.50 TO NODE 5023.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 84.45 DOWNSTREAM(FEET) = 381.29 FLOW LENGTH(FEET) = 45.87 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.74 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.34 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.81 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5023.00 = 645.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5023.00 TO NODE 5023.00 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.) = 12.81 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 1.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.51 13.80 3.833 1.15 2 4.34 12.81 4.021 1.94 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 6.74 12.81 4.021 2 6.65 13.80 3.833 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.74 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 3.10 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5023.00 = 645.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5023.00 TO NODE 5028.30 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 380.79 DOWNSTREAM(FEET) = 364.72 FLOW LENGTH(FEET) = 531.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.83 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.74 PIPE TflAVEL TIME (MIN.) = 1.00 Tc (MIN. ) = 13.82 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5028.30 = 1176.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5028.30 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.) = 13.82 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 5028.00 TO NODE 5028.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 393.00 DOWNSTREAM ELEVATION = 3 92.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5028.10 TO NODE 5028.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 392.00 DOWNSTREAM ELEVATION(FEET) = 376.00 STREET LENGTH(FEET) = 500.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 12.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.062 USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.CS. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 4.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.50 FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 5028.00 TO NODE 5028.20 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5028.20 TO NODE 5028.30 IS CODE = 41 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 367.00 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.52 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.28 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.62 LONGEST FLOWPATH FROM NODE 5028.00 TO NODE 5028.30 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5028.30 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.) = 12.62 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.74 13.82 3.830 3.10 2 4.28 12.62 4.060 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 10.64 12.62 4.050 2 10.78 13.82 3.830 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.78 Tc(MIN.) = 13.82 TOTAL AREA(ACRES) = 5.00 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5028.30 = 1176.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5025.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 365.00 DOWNSTREAM(FEET) = 359.55 FLOW LENGTH(FEET) = 131.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.78 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 14.01 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5025.00 = 1307.87 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.00 TC(MIN.) = 14.01 PEAK FLOW RATE(CFS) = 10.78 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (519) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * EL CAMINO REAL 100 YEAR STORM EVENT * * ULTIMATE CONDITION SYSTEM 1 * * 09-25-02 MM * ************************************************************************** FILE NAME: ELCMU1.DAT TIME/DATE OF STUDY: 09:28 09/26/2002 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 =0.85 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 53.0 48.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 45.0 40.0 0.200/0.200/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 {FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 303.42 DOWNSTREAM ELEVATION = 301.55 ELEVATION DIFFERENCE = 1.87 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.639 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1020.00 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>>> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 301.55 DOWNSTREAM ELEVATION(FEET) = 296.69 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 53.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 7.35 Tc(MIN.) = 13.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.916 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 1-30 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.17 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1030.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 93.44 DOWNSTREAM(FEET) = 289.40 FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 9.32 ESTIMATED PIPE DI/U^IETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.53 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1030.00 = 1076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1030.00 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.) = 13.53 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 **************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 303.42 DOWNSTREAM ELEVATION = 302.05 ELEVATION DIFFERENCE = 1.37 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.832 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.032 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1-04 **************************************************************************** FLOW PROCESS FROM NODE 1110.00 TO NODE 1120.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 302.05 DOWNSTREAM ELEVATION(FEET) = 298.70 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 53.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 7.3 8 Tc(MIN.) = 14.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.761 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) = 5.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.77 FLOW VELOCITY(FEET/SEC) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1120.00 = 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1030.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 290.90 DOWNSTREAM(FEET) = 289.40 FLOW LENGTH(FEET) = 75.04 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 7.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.38 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1030.00 = 980.04 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1030.00 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.) = 14.38 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.26 13.53 3.883 1.30 2 5.84 14.38 3.732 1.93 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 10.87 13.53 3.883 2 10.90 14.38 3.732 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.90 Tc(MIN.) = 14.38 TOTAL AREA(ACRES) = 3.23 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1030.00 = 1076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1040.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 289.40 DOWNSTREAM(FEET) = 288.25 FLOW LENGTH(FEET) = 24.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.90 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.41 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1040.00 = 1100.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 806.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >>>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 288.25 DOWNSTREAM(FEET) = 287.37 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 5.47 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.90 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 14-87 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 806.00 = 1250.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.23 TC(MIN.) = 14.87 PEAK FLOW RATE(CFS) = 10.90 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * EL CAMINO REAL 100 YEAR STORM EVENT * * ULTIMATE CONDITION SYSTEM 2 * * 09-25-02 MM * ************************************************************************** FILE NAME: ELCMU2.DAT TIME/DATE OF STUDY: 09:56 09/26/2002 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 = 0.85 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 53.0 48.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 45.0 40.0 0.200/0.200/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* QIOO AND TC AT NODE 2000 OBTAINED FROM NODE 810.00 **************************************************************************** FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.50 RAIN INTENSITY(INCH/HOUR) = 3.56 TOTAL AREA(ACRES) = 18.43 TOTAL RUNOFF(CFS) = 64.60 **************************************************************************** FLOW PROCESS FROM NODE 2000.00 TO NODE 2010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 280.58 DOWNSTREAM(FEET) = 279.73 FLOW LENGTH(FEET) = 3 9.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.71 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.60 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.55 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2010.00 = 39.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 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.) = 15.55 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 18.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.60 **************************************************************************** FLOW PROCESS FROM NODE 2100.00 TO NODE 2110.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 299.20 DOWNSTREAM ELEVATION = 2 97.41 ELEVATION DIFFERENCE = 1.79 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.849 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.515 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2120.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 297.41 DOWNSTREAM ELEVATION(FEET) = 291.64 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 53.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 12.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.192 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.02 FLOW VELOCITY(FEET/SEC) = 2.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 2120.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2120-00 TO NODE 2010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 288.60 DOWNSTREAM(FEET) = 279.73 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.74 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 12.86 LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 2010.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.86 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 **************************************************************************** FLOW PROCESS FROM NODE 2200.00 TO NODE 2210.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 292.84 DOWNSTREAM ELEVATION = 288.74 ELEVATION DIFFERENCE = 4.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.365 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 2210.00 TO NODE 2220.00 IS CODE = 51 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 288.74 DOWNSTREAM ELEVATION(FEET) = 283.65 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 53.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.92 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 8.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.399 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 4.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.08 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 2200.00 TO NODE 2220.00 = 495.00 FEET- **************************************************************************** FLOW PROCESS FROM NODE 2220.00 TO NODE 2010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 280.48 DOWNSTREAM(FEET) = 279.73 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.73 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.51 LONGEST FLOWP.ATH FROM NODE 2200.00 TO NODE 2010.00 = 607.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 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.) = 8.51 RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.60 15.55 3.549 18.43 2 4.74 12.86 4.012 1.20 3 4.73 8.51 5.234 0.88 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 52.17 8.51 5.234 2 65.52 12.86 4.012 3 72.00 15.55 3.549 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.00 Tc(MIN.) = 15.55 TOTAL AREA(ACRES) = 20.51 LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 2010.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2020.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 279.73 DOWNSTREAM(FEET) = 278.67 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES 13.05 36.00 NUMBER OF PIPES = 1 PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) = 72.00 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) LONGEST FLOWPATH FROM NODE 2100.00 TO NODE 15.62 2020.00 1160.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.51 PEAK FLOW RATE(CFS) = 72.00 TC(MIN.) 15.62 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.0 Rational Method Computer Output, 2-Year Conditions APPENDIX 2.1 Flowmaster Summary of Velocities Bressi Ranch 2-yr flows & velocities Label Diameter Slope Mannings Discharge Velocity (in) (ft/ft) Coefficient (cfs) (ft/s) PA-10 - 120.0 to 102.6 30 0,006000 0,013 19,50 6,80 PA-10 - 121.0 to 120.9 30 0,007000 0,013 19,50 7,21 PA-10- 121.310 121.1 18 0,090000 0,013 4,36 12,53 PA-10 - 122.8 to 121.9 18 0,020000 0,013 8,83 8.77 PA-10 - 123.0 to 122,9 18 0,060000 0,013 8,83 13,20 PA-10 ~ 124,0 to 123,9 18 0,058000 0,013 8,83 13.04 PA-10 - 124,1 to 124,3 18 0,014000 0,013 2,70 5.62 PA-10 - 124,5 to 124,7 18 0,090000 0,013 1,91 9.84 PA-10 - 128,0 to 124,9 18 0,055000 0,013 4,84 10.83 PA-10 - 128.1 to 128,2 18 0,015000 0,013 1,69 5.04 PA-10 - 130.0 to 128.9 18 0,018000 0,013 3,40 6.56 PA-10 - 132.0 to 130.0 18 0,035000 0,013 6,99 10.18 PA-10 - 134,0 to 132,9 18 0,035000 0,013 6,99 10.18 PA-10 - 134,3 to 134,1 18 0,050000 0,013 1.82 7.89 PA-10 - 136,0 to 134,9 18 0,055000 0,013 5,37 11,15 PA-10 - 138,0 to 136,9 18 0,023000 0,013 5.37 8,13 PA-10 - 138,3 to 138,1 18 0,020000 0,013 2,95 6,55 PA-10 ~ 140,0 to 138,9 18 0,019000 0,013 2,90 6,40 PA-10 - 140,3 to 140,1 18 0,048000 0,013 1,18 6,84 PA-10 - 146,0 to 140,9 18 0,050000 0,013 1,96 8,06 PA-12 - 5002,40 to 5002,30 30 0,035000 0,013 22,42 13,57 PA-12 - 5002,42 to 5002,41 18 0,015000 0,013 2,71 5,77 PA-12 - 5002,43 to 5002,42 18 0,180000 0,013 1,72 12,17 PA-12 - 5002,60 to 5002,49 30 0,044000 0,013 18,47 13,96 PA-12 - 5002,62 to 5002,61 18 0,090000 0,013 4,67 12,78 PA-12 - 5002,80 to 5002,69 24 0,036000 0,013 13,80 12,17 PA-12 - 5002,82 to 5002,81 24 0,133000 0,013 13,18 19,23 PA-12 - 5002,85 to 5002,89 18 0,063300 0,013 0,64 6,27 PA-12 - 5002,92 to 5002,86 18 0,036000 0,013 0,64 5,15 PA-12-7009,0 to 7007,9 24 0,059000 0,013 9,69 13,18 PA-12-7009,2 to 7009,1 18 0,079000 0,013 4,93 12,39 PA-12-7012,0 to 7009,9 24 0,012000 0,013 5,77 6,43 PA-12 - 7014,0 TO 7012.9 24 0,012000 0,013 5,77 6.43 PA-12 - 7014.2 X0 7014,1 18 0,200000 0,013 1.19 11.30 PA-12 - 7014,4 TO 7014,3 18 0,021000 0,013 2.13 6.07 PA-12 " 7019,0 TO 7015,0 18 0,035000 0,013 2.57 7,69 PA-12-7019,2 TO 7019,1 18 0,015000 0,013 0.87 4,15 PA-12-7019,4 to 7019,3 18 0,180000 0,013 1.66 12,04 PA-6 - 206 to 210,6 30 0,046000 0,013 10,82 12,17 PA-6 - 207 to 206,9 24 0,020000 0,013 6.76 8,08 PA-6 -211 to 207,9 18 0,017000 0,013 2.63 5,98 PA-6-213 to 212 18 0,052000 0,013 2.63 8,91 PA-6-214 to 213,9 18 0,050000 0,013 2,63 8,78 PA-6 -215 to 206,9 18 0,030000 0,013 4,21 8,38 PA-6 -218 to 207,9 18 0,012000 0.013 1.22 4,24 PA-6-219 to 207,9 18 0,200000 0,013 2,59 14,26 PA-7 - 230,2 to 230,9 18 0.031000 0,013 2,75 7,51 PA-7 - 230,4 to 230,3 18 0,200000 0.013 2,03 13,26 PA-7 - 230,6 to 230,5 18 0,028000 0,013 0,92 5,25 PA-7 - 235,3 to 235,1 18 0.012000 0,013 0,56 3,37 PA-7 - 5007,13 to 5045,3 18 0,010000 0.013 0,87 3,60 PA-7 - 5042,0 to 5041,0 24 0,007000 0,013 11,78 6,35 t:V,,\flowmaster\2 yr q's and v's,tm2 Project Design Consultants 10/06/03 03:45:13 PM (S Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo FlowMaster v6,1 [614o] (203) 755-1666 Page 1 of 2 Bressi Ranch 2-yr flows & velocities Label Diameter Slope Mannings Discharge Velocity (in) (ffft) Coefficient (cfs) (ft/s) PA-10 - 120,0 to 102,6 30 0,006000 0,013 19,50 6,80 PA-10~ 121,0 to 120,9 30 0,007000 0,013 19,50 7,21 PA-10~ 121,3 to 121,1 18 0,090000 0,013 4,36 12,53 PA-10 - 122,810 121,9 18 0,020000 0,013 8,83 8,77 PA-10 - 123,0 to 122,9 18 0,060000 0,013 8,83 13,20 PA-10 - 124,0 to 123,9 18 0,058000 0,013 8,83 13,04 PA-10 - 124,1 to 124,3 18 0,014000 0,013 2,70 5,62 PA-10 ~ 124,5 to 124,7 18 0,090000 0,013 1,91 9,84 PA-10 - 128,0 to 124,9 18 0,055000 0,013 4,84 10,83 PA-10 - 128,1 to 128,2 18 0,015000 0,013 1,69 5,04 PA-10 - 130,0 to 128,9 18 0,018000 0,013 3,40 6,56 PA-10 - 132,0 to 130,0 18 0,035000 0,013 6,99 10,18 PA-10~ 134,0 to 132,9 18 0,035000 0,013 6,99 10,18 PA-10 - 134,3 to 134,1 18 0,050000 0,013 1,82 7,89 PA-10~ 136,0 to 134.9 18 0,055000 0,013 5,37 11,15 PA-10 - 138.0 to 136,9 18 0,023000 0,013 5,37 8,13 PA-10 - 138,3 to 138,1 18 0,020000 0,013 2,95 6,55 PA-10 - 140,0 to 138,9 18 0,019000 0,013 2,90 6,40 PA-10 - 140.3 to 140,1 18 0,048000 0,013 1,18 6,84 PA-10 - 146,0 to 140,9 18 0,050000 0,013 1,96 8,06 PA-12 - 5002,40 to 5002,30 30 0,035000 0,013 22,42 13,57 PA-12 - 5002,42 to 5002,41 18 0,015000 0,013 2,71 5.77 PA-12 - 5002,43 to 5002,42 18 0,180000 0,013 1,72 12.17 PA-12 - 5002,60 to 5002,49 30 0,044000 0,013 18,47 13.96 PA-12 - 5002,62 to 5002.61 18 0,090000 0,013 4,67 12.78 PA-12 - 5002.80 to 5002.69 24 0,036000 0,013 13,80 12.17 PA-12 - 5002.82 to 5002.81 24 0,133000 0,013 13,18 19.23 PA-12 - 5002.85 to 5002.89 18 0,063300 0,013 0,64 6,27 PA-12 - 5002.92 to 5002.86 18 0,036000 0,013 0,64 5,15 PA-12-7009,0 to 7007,9 24 0.059000 0,013 9,69 13,18 PA-12- 7009,2 to 7009,1 18 0,079000 0,013 4,93 12,39 PA-12-7012,0 to 7009,9 24 0,012000 0,013 5,77 6,43 PA-12 - 7014,0 TO 7012,9 24 0,012000 0,013 5,77 6,43 PA-12 - 7014,2 TO 7014,1 18 0,200000 0,013 1,19 11,30 PA-12 - 7014,4 TO 7014,3 18 0,021000 0,013 2,13 6,07 PA-12 - 7019,0 TO 7015,0 18 0,035000 0,013 2,57 7,69 PA-12 - 7019,2 TO 7019,1 18 0,015000 0,013 0,87 4,15 PA-12-7019,4 to 7019,3 18 0,180000 0,013 1,66 12,04 PA-6 - 206 to 210,6 30 0,046000 0,013 10,82 12,17 PA-6 - 207 to 206,9 24 0,020000 0,013 6,76 8,08 PA-6-211 to 207,9 18 0,017000 0,013 2,63 5,98 PA-6 - 213 to 212 18 0,052000 0,013 2,63 8,91 PA-6 -214 to 213,9 18 0,050000 0,013 2,63 8,78 PA-6 -215 to 206.9 18 0,030000 0,013 4,21 8,38 PA-6 -218 to 207.9 18 0,012000 0,013 1,22 4,24 PA-6 -219 to 207.9 18 0,200000 0,013 2,59 14,26 PA-7 - 230,2 to 230,9 18 0,031000 0,013 2,75 7,51 PA-7 - 230,4 to 230,3 18 0,200000 0,013 2,03 13,26 PA-7 - 230,6 to 230,5 18 0,028000 0,013 0,92 5,25 PA-7 - 235,3 to 235,1 18 0.012000 0,013 0,56 3,37 PA-7 - 5007,13 to 5045,3 18 0.010000 0,013 0,87 3,60 PA-7 - 5042,0 to 5041,0 24 0,007000 0,013 11,78 6,35 t:\,,.\tlowmaster\2 yr q's and v's,fm2 Project Design Consultants 10/06/03 03:45:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo FlowMaster v6,1 [614o] (203) 755-1666 Page 1 of 2 APPENDIX 2.2 Planning Area 6 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - RESIDENTIAL ULTIMATE CONDITIONS HYDROLOGY * PA-6: NODES 205.51 TO 205.53 ' * 2-YEAR STORM EVENT ' ************************************************************************** FILE NAME: 205.DAT TIME/DATE OF STUDY: 15:23 07/10/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 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 = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 205.51 TO NODE 205.52 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) = 8 8 INITIAL SUBAREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 3 62.4 0 DOWNSTREAM ELEVATION = 361.05 ELEVATION DIFFERENCE = 1.35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.503 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 205.52 TO NODE 205.53 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 359.10 DOWNSTREAM ELEVATION(FEET) = 350.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 1.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.93 Tc(MIN.) = 15.43 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.719 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) = 1.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.37 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 205.51 TO NODE 205.53 = 635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.53 TO NODE 205.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 356.30 DOWNSTREAM(FEET) = 354.00 FLOW LENGTH(FEET) = 4 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.94 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 15.54 LONGEST FLOWPATH FROM NODE 205.51 TO NODE 205.50 = 583.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.98 TC(MIN.) = 15.54 PEAK FLOW RATE(CFS) = 1.94 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY * PLANNING AREA 6 - BRESSI RANCH * 2-YEAR STORM EVENT - SYSTEM 206_1 ************************************************************************** FILE NAME: 206_1.DAT TIME/DATE OF STUDY: 16:03 07/10/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 5-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.157 0.0150 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 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 206.10 TO NODE 206.20 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 = 135.00 UPSTREAM ELEVATION = 362.40 DOWNSTREAM ELEVATION = 3 61.05 ELEVATION DIFFERENCE = 1.35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.503 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 206.20 TO NODE 206.21 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 359.78 DOWNSTREAM ELEVATION(FEET) = 348.70 STREET LENGTH(FEET) = 352.50 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) = 1.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 6 HALFSTREET FLOOD WIDTH(FEET) = 6.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) =13.61 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865 SINGLE FTJILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) = 2.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.49 FLOW VELOCITY(FEET/SEC) = 3-14 DEPTH*VELOCITY(FT*FT/SEC-) = 0.93 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.21 = 487.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.21 TO NODE 206.22 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 4 8.70 DOWNSTREAM(FEET) = 348.50 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.63 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.53 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.22 = 495.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.22 TO NODE 206.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 348.70 DOWNSTREAM(FEET) = 330.10 FLOW LENGTH(FEET) = 516.00 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.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.63 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 14.77 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.30 = 1011.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 206.30 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.) = 14.77 RAINFALL INTENSITY(INCH/HR) = 1.77 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.63 **************************************************************************** FLOW PROCESS FROM NODE 206.23 TO NODE 206.24 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 = 150.00 UPSTREAM ELEVATION = 349.50 DOWNSTREAM ELEVATION = 348.00 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 SUBAREA RUNOFF(CFS) = 0.3 4 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 206.24 TO NODE 206.25 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»>> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 344.20 DOWNSTREAM ELEVATION(FEET) = 330.40 STREET LENGTH(FEET) = 473.00 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) = 1.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 14.98 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.753 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.69 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 2.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 PmLFSTREET FLOOD WIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 206.23 TO NODE 205.25 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.25 TO NODE 206.30 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 33 0.40 DOWNSTREAM(FEET) = 330.10 FLOW LENGTH(FEET) = 8.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 7.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.00 LONGEST FLOWPATH FROM NODE 206.23 TO NODE 206.30 = 631.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 205.30 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.00 RAINFALL INTENSITY(INCH/HR) = 1-75 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.94 **************************************************************************** FLOW PROCESS FROM NODE 206.26 TO NODE 206.27 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) = 8 8 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 360.10 DOWNSTREAM ELEVATION = 358.90 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 206.27 TO NODE 206.28 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 358.10 DOWNSTREAM ELEVATION(FEET) = 330.40 STREET LENGTH(FEET) = 548.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 3.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 14.61 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.781 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 1-22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 FLOW VELOCITY(FEET/SEC-) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 206.25 TO NODE 206.28 = 768.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.28 TO NODE 206.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 330.40 DOWNSTREAM(FEET) = 330.10 FLOW LENGTH(FEET) = 22.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 14.70 LONGEST FLOWPATH FROM NODE 206.26 TO NODE 206.30 = 790.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.30 TO NODE 206.30 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.) = 14.70 RAINFALL INTENSITY(INCH/HR) = 1.77 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.63 14.77 1.759 2.53 2 2.94 15.00 1.751 3.00 3 1.22 14.70 1-774 1.18 RAINFALL INTENSITY AND TIME OF CONCElvrTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.74 14.70 1.774 2 5.76 14.77 1.769 3 6.75 15.00 1.751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 Tc(MIN.) = 14.77 TOTAL AREA(ACRES) = 6.71 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.30 = 1011.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.3 0 TO NODE 206.40 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 330.10 DOWNSTREAM(FEET) = 322.30 FLOW LENGTH(FEET) = 335-00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.76 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 15.44 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.40 = 1346.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.40 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.) = 15.44 RAINFALL INTENSITY(INCH/HR) = 1.72 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.7 5 ******** ******************************************************************** FLOW PROCESS FROM NODE 206.41 TO NODE 206.42 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 = 115.00 UPSTREAM ELEVATION = 357.13 DOWNSTREAM ELEVATION = 356.15 ELEVATION DIFFERENCE =0.98 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.198 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.115 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 205.42 TO NODE 206.43 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 356.15 DOWNSTREAM ELEVATION(FEET) = 328.80 STREET LENGTH(FEET) = 556.00 CURB HEIGHT(INCHES) = 5.0 STREET HALFWIDTH(FEET) = 2 0.00 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 C^J^RYING 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) = 2.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 13.77 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.850 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.82 SUBAREA RUNOFF(CFS) = 3.89 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.43 = 671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.43 TO NODE 206.44 IS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 328.80 DOWNSTREAM ELEVATION(FEET) = 322.30 STREET LENGTH(FEET) = 186.50 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) = 4.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1-20 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 14.63 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.780 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) = 4.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC) = 1-20 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.44 = 857.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.44 TO NODE 206.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 322.30 DOWNSTREAM(FEET) = 322.00 FLOW LENGTH(FEET) = 8.25 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.) = 8.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 206.41 TO NODE 206.40 = 865.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.40 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.) = 14.64 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.76 15.44 1.719 6.71 2 4.21 14.64 1.779 4.11 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 10.74 14.64 1.779 2 10.82 15.44 1.719 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.82 Tc(MIN.) = 15.44 TOTAL AREA(ACRES) = 10.82 LONGEST FLOWPATH FROM NODE 205.10 TO NODE 206.40 = 1346.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.40 TO NODE 206.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 322.00 DOWNSTREAM(FEET) = 315.70 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 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.46 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.00= 1376.75 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.82 TC(MIN.) = 15.46 PEAK FLOW RATE(CFS) = 10.82 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.3 Planning Area 7 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS * PLANNING AREA 7 - BRESSI RANCH ' * 2-YEAR STORM EVENT - STREET DD ' ************************************************************************** FILE NAME: 204_1.DAT TIME/DATE OF STUDY: 08:40 07/14/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 30 , 0 20 .0 0 .018/0 .018/0.020 0 . 67 2 .00 0. 0313 0. 157 0. 0150 2 10 . 0 5 . 0 0 .020/0 .020/ 0 .50 1 .50 0. 0313 0 . 125 0. 0175 3 20 . 0 15 .0 0 .020/0 .020/ 0 .50 1 .50 0 . 0313 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 204.10 TO NODE 204.11 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 = 100.00 UPSTREAM ELEVATION = 385.00 DOWNSTREAM ELEVATION = 3 84.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 204.11 TO NODE 204.22 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 3 USED)««< UPSTREAM ELEVATION(FEET) = 3 84.00 DOWNSTREAM ELEVATION(FEET) = 358.50 STREET LENGTH(FEET) = 583.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 4.00 Tc(MIN.) = 13.90 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.840 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 1-90 TOTAL AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) = 2.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.82 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC-) = 0.79 LONGEST FLOWPATH FROM NODE 204.10 TO NODE. 204.22 = 683.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.22 TO NODE 204.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 368.50 DOWNSTREAM(FEET) = 368.40 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 4.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.93 LONGEST FLOWPATH FROM NODE 2 04.10 TO NODE 204.30 = 692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.30 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.) = 13.93 RAINFALL INTENSITY(INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 1-98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 **************************************************************************** FLOW PROCESS FROM NODE 203.80 TO NODE 203.90 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 = 110.00 UPSTREAM ELEVATION = 383.50 DOWNSTREAM ELEVATION = 3 83.30 ELEVATION DIFFERENCE = 0.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.327 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.53 9 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 203.90 TO NODE 204.12 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 3 83.30 DOWNSTREAM ELEVATION(FEET) = 368.58 STREET LENGTH(FEET) = 335.00 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 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 2.4 8 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 20.24 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.443 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 0.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 203.80 TO NODE 204.12 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.12 TO NODE 204.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.50 DOWNSTREAM(FEET) = 368.40 FLOW LENGTH(FEET) = 25.00 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.) = 2.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.92 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 20.40 LONGEST FLOWPATH FROM NODE 203.80 TO NODE 204.30 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.30 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.) = 20.40 RAINFALL INTENSITY(INCH/HR) = 1.44 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.03 13.93 1.837 1.98 2 0.92 20.40 1.436 1.15 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 2.75 13.93 1.837 2 2.51 20.40 1.436 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.75 Tc(MIN.) = 13.93 TOTAL AREA(ACRES) = 3.13 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.30 = 692.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 204.30 TO NODE 204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.40 DOWNSTREAM(FEET) = 366.70 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 14.18 LONGEST FLOWPATH FROM NODE 204.10 TO NODE 204.00 = 783.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.13 TC(MIN.) = 14.18 PEAK FLOW RATE(CFS) = 2.75 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY - ULTIMATE CONDITIONS ' * PLANNNING AREA 7 - BRESSI RANCH ' * 2-YEAR STORM EVENT - ALLEY Y ' ************************************************************************** FILE NAME: 204_2.DAT TIME/DATE OF STUDY: 07:46 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 30 . 0 20 .0 0 .018/0 .018/0.020 0 . 67 2 .00 0 .0313 0 .167 0. 0150 2 10 . 0 5 . 0 0 .020/0 .020/ 0 . 50 1 . 50 0 .0313 0 . 125 0. 0175 3 20 . 0 15 . 0 0 .020/0 .020/ 0 .50 1 .50 0 .0313 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 204.20 TO NODE 204.21 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 = 100.00 UPSTREAM ELEVATION = 383.60 DOWNSTREAM ELEVATION = 3 83.30 ELEVATION DIFFERENCE = 0.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.788 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.767 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 204.21 TO NODE 203.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) <«« UPSTREAM ELEVATION(FEET) = 383.30 DOWNSTREAM ELEVATION(FEET) = 374.20 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 15.39 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.554 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA (ACRES) = 0.4 6 SUBAREA RUNOFF (CFS) = 0.42 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 2.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.30 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.30 TO NODE 203.20 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 374.20 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.56 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.46 LONGEST FLOWPATH FROM NODE 204.20 TO NODE 203.20 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.20 TO NODE 203.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 373.00 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.56 PIPE TRAVEL TIME(MIN.) = 0 LONGEST FLOWPATH FROM NODE 52 204 Tc(MIN.) = 20 TO NODE 16.98 203.00 = 492.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.51 0.56 TC(MIN.) = 16.98 END OF RATIONAL METHOD ANALYSIS *************************** ************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * 2407.3 - BRESSI RANCH - IN-TRACT HYDROLOGY ' * 2-YRAR STORM EVENT - PA-7 - SYSTEM 5000 ' * ASCOTT AVENUE CHANGES FOR NEW CATCH BASIN ' ************************************************************************** FILE NAME: SOOOA.DAT TIME/DATE OF STUDY: 07:58 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 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 5001.00 TO NODE 5001.10 IS CODE = 21 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 404.00 DOWNSTREAM ELEVATION = 395.00 ELEVATION DIFFERENCE = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.858 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.565 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 5001.10 TO NODE 5002.20 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.) = 17.85 RAINFALL INTENSITY(INCH/HR) = 1.5 6 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 5002.00 TO NODE 5002.10 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 = 20.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 404.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 0.890 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 5002.10 TO NODE 5002.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.50 DOWNSTREAM ELEVATION(FEET) = 394.50 STREET LENGTH(FEET) = 650.00 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) = 0.02 0 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) = 0.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 5.96 Tc(MIN.) = 11.96 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.026 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) = 1.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.26 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5002.20 TO NODE 5002.20 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.) = 11.96 RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.41 17.86 1.555 2.00 2 1.31 11.96 2.026 0.65 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 2.39 11.96 2.026 2 2.42 17.86 1.565 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.42 Tc(MIN.) = 17.86 TOTAL AREA(ACRES) = 2.65 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5002.20 TO NODE 5004.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 7.50 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.) = 11.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.42 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 17.87 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5004.00 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.) = 17.87 RAINFALL INTENSITY(INCH/HR) = 1.56 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42 **************************************************************************** FLOW PROCESS FROM NODE 5003.00 TO NODE 5003.10 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 = 100.00 UPSTREAM ELEVATION = 408.20 DOWNSTREAM ELEVATION = 407.00 ELEVATION DIFFERENCE = 1.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.316 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.381 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5003.10 TO NODE 5003.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»( STREET TABLE SECTION # 1 USED)<«<< UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 392.00 STREET LENGTH(FEET) = 484.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.03 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = 12.48 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.972 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 1.4 6 PEAK FLOW RATE(CFS) = 1-63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.79 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 5003.00 TO NODE 5003.20 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5003.20 TO NODE 5004.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.63 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.53 LONGEST FLOWPATH FROM NODE 5003.00 TO NODE 5004.00 = 605.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5004.00 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) = 1.97 TOTAL STREAM AREA(ACRES) = 1-46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.42 17.87 1.564 2.65 2 1.63 12.53 1.957 1.46 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 3.55 12-53 1.967 2 3.71 17.87 1.564 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.71 Tc(MIN.) = 17.87 TOTAL AREA(ACRES) = 4.11 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5005.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 391.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 110.00 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.) = 7.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.71 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.11 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.50 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.) = 18.11 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 4,11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 **************************************************************************** FLOW PROCESS FROM NODE 5005.10 TO NODE 5005.20 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 = 20.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 4 04.50 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 0.890 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.3 0 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.3 0 **************************************************************************** FLOW PROCESS FROM NODE 5005.20 TO NODE 5005.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.50 DOWNSTREAM ELEVATION(FEET) = 389.00 STREET LENGTH(FEET) = 700.00 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 = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.9 5 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 5.25 Tc(MIN.) = 11.25 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.108 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.23 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.67 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.30 = 720-00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.30 TO NODE 5005.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 389.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.53 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.26 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.50 = 729.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.50 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.) = 11.26 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.71 18.11 1.551 4.11 2 3.53 11.26 2.107 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 5.26 11.26 2.107 2 6.31 18.11 1.551 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.31 Tc(MIN.) = 18.11 TOTAL AREA(ACRES) = 6.01 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.00 TO NODE 5008.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 376.00 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.31 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 18.70 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1124.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5008.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 5006.00 TO NODE 5006.10 IS CODE = 21 »»>RATIONAL 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 = 100.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 3 89.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 5006.10 TO NODE 5006.20 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 388.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 256.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 7.26 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.797 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 4.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.07 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.20 = 356.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.20 TO NODE 5006.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 377.00 FLOW LENGTH(FEET) = 20.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.33 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 376.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL INTUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTIWTION(MIN.) = 7.29 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.33 **************************************************************************** FLOW PROCESS FROM NODE 5006.30 TO NODE 5006.40 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 = 136.00 UPSTREAM ELEVATION = 381.90 DOWNSTREAM ELEVATION = 379.00 ELEVATION DIFFERENCE = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.970 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.440 SUBAREA RUNOFF(CFS) = 0.2 0 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 5006.40 TO NODE 5006.50 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 379.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 1.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 16.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.53 STREET FLOW TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 8.97 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.440 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 1-18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 16.16 DEPTH*VELOCITY(FT*FT/SEC.) = 2.53 LONGEST FLOWPATH FROM NODE 5005.30 TO NODE 5006.50 = 137.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.90 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 37 8.00 DOWNSTREAM(FEET) = 377.00 FLOW LENGTH(FEET) = 7.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 0.01 Tc{MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 5005.30 TO NODE 5005.90 = 144.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.90 TO NODE 5006.90 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.) = 8.98 RAINFALL INTENSITY(INCH/HR) = 2.44 TOTAL STREAM AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.33 7.29 2.788 2.10 2 1.18 8.98 2.437 0.88 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 5.36 7.29 2.788 2 4.97 8.98 2.437 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.36 Tc(MIN.) = 7.29 TOTAL AREA(ACRES) = 2.98 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 376.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5008.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 377.00 DOWNSTREAM(FEET) = 376.00 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.3 6 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 7.70 LONGEST FLOWPATH FROM NODE 5005.00 TO NODE 5008.00 = 504.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5008.00 IS CODE = 11 »»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< > ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.36 7.70 2.692 2.98 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5008.00 = 504.50 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.31 18.70 1.519 6.01 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1124.50 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.92 7.70 2.692 2 9.33 18.70 1.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.33 Tc(MIN.) = 18.70 TOTAL AREA(ACRES) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5007.14 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) = 375.00 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 18.99 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.14 = 1231.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.14 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-) = 18-99 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 8.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 5007.11 TO NODE 5007.12 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 = 80.00 UPSTREAM ELEVATION = 3 83.20 DOWNSTREAM ELEVATION = 3 82.40 ELEVATION DIFFERENCE = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.855 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.460 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 5007.12 TO NODE 5007.13 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 382.40 DOWNSTREAM(FEET) = 379.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0136 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.018 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S, CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0,50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.31 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 12.04 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.13 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.13 TO NODE 5007.14 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 379.00 DOWNSTREAM(FEET) = 378.50 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.87 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.14 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.14 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.) = 12.21 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.33 18.99 1.504 8.99 2 0.87 12.21 2.000 0.76 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 7.89 12.21 2.000 2 9.99 18.99 1.504 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 9.99 Tc(MIN.) = 18.99 TOTAL AREA(ACRES) = 9.7 5 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.14 = 1231.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.90 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 378.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.99 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 19.03 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1275.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 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.) = 19.03 RAINFALL INTENSITY(INCH/HR) = 1.5 0 TOTAL STREAM AREA(ACRES) = 9.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 5007.30 TO NODE 5007.40 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 = 321.00 UPSTREAM ELEVATION = 380.00 DOWNSTREAM ELEVATION = 374.50 ELEVATION DIFFERENCE = 5.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.823 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.765 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 5007.40 TO NODE 5007.90 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 374.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 5.55 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.84 LONGEST FLOWPATH FROM NODE 5007.30 TO NODE 5007.90 = 326.55 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 14.84 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 5007.00 TO NODE 5007.10 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 = 100.00 UPSTREAM ELEVATION = 392.40 DOWNSTREAM ELEVATION = 391.40 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5007.10 TO NODE 5007.20 IS CODE = 52 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 390.50 DOWNSTREAM ELEVATION(FEET) = 374.50 STREET LENGTH(FEET) = 34 0.00 CURB HEIGHT(INCHES) = 5.0 STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 0.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 11.75 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.049 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 1.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.20 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC) = 0.84 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.20 TO NODE 5007.90 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 374.50 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 19.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.69 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.90 = 459.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 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.) = 11.81 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 1.4 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.99 19.03 1.502 9.75 2 0.54 14.84 1.764 0.66 3 1.69 11.81 2.043 1.48 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 9.59 11.81 2.043 2 10.61 14.84 1.764 3 11.78 19.03 1.502 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.78 Tc(MIN.) = 19.03 TOTAL AREA(ACRES) = 11.89 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1275.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 318.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.78 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 19.69 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015.00 = 1594.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPEITOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.69 RAINFALL INTENSITY(INCH/HR) = 1.47 TOTAL STREAM AREA(ACRES) = 11.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.78 **************************************************************************** FLOW PROCESS FROM NODE 5012.10 TO NODE 5012.20 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 = 100.00 UPSTREAM ELEVATION = 381.00 DOWNSTREAM ELEVATION = 3 80.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 5012.20 TO NODE 5012.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 80.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 400.00 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) = 0.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 12.87 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.933 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1-21 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 1-31 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY{FT*FT/SEC) = 0.65 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5012.30 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5012.30 TO NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 20.50 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.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-41 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5015.00 = 520.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 1-93 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1-41 **************************************************************************** FLOW PROCESS FROM NODE 5013.10 TO NODE 5013.20 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 = 100.00 UPSTREAM ELEVATION = 37 8.40 DOWNSTREAM ELEVATION = 377.40 ELEVATION DIFFERENCE = 1-00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9-900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2-289 SUBAREA RUNOFF(CFS) = 0-25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5013.20 TO NODE 5013.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 377.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 377.00 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) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.41 STREET FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 13.18 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.903 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 0.98 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.97 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5013.30 = 477.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5013.30 TO NODE 5015.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.9 8 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.20 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5015.00 = 486.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 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.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.78 19.69 1.469 11.89 2 1.41 12.92 1.928 1.31 3 0.98 13.20 1.901 0.90 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 11.36 12.92 1.928 2 11.48 13.20 1.901 3 13.61 19.69 1.469 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 13.61 Tc(MIN.) = 19.69 TOTAL AREA(ACRES) = 14.10 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015-00 = 1594.00 FEET. END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 14.10 TC(MIN.) = 19.69 PEAK FLOW RATE(CFS) = 13.51 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.4 Planning Area 8 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 * PLANNIG AREA 8 - SYSTEM 5025 * 2-YEAR STORM EVENT *************** *********************************************************** FILE NAME: 5025.DAT TIME/DATE OF STUDY: 08:04 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION; 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS; 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5030.00 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 = 356.00 UPSTREAM ELEVATION = 372.60 DOWNSTREAM ELEVATION = 358.50 ELEVATION DIFFERENCE = 14.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.220 *CAUTION; SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.7 8 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.78 **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 358.50 DOWNSTREAM ELEVATION(FEET) = 352.40 STREET LENGTH(FEET) = 259.00 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) = 1.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 7.85 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.658 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1.3 6 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.57 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.10 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.10 TO NODE 5025.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.40 DOWNSTREAM(FEET) = 352.10 FLOW LENGTH(FEET) = 8.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.00 0 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.36 PIPE TflAVEL TIME (MIN-) = 0-02 Tc(MIN-) = 7.88 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.20 = 623.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.20 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.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 5025.30 TO NODE 5025.40 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 = 100.00 UPSTREAM ELEVATION = 362.70 DOWNSTREAM ELEVATION = 3 61.70 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 5025.40 TO NODE 5025.50 IS CODE = 62 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 354.30 DOWNSTREAM ELEVATION(FEET) = 352.40 STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.4 5 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.75 AVERAGE FLOW VELOCITY(FEET/SEC) = 1.32 PRODUCT OF DEPTH&VELOCITY(FT * FT/SEC.) = 0.29 STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 12.75 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.945 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 0.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.97 FLOW VELOCITY(FEET/SEC.) = 1.41 DEPTH*VELOCITY(FT*FT/SEC.) = 0.35 LONGEST FLOWPATH FROM NODE 5025.30 TO NODE 5025.50 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.50 TO NODE 5025.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA; UPSTREAM(FEET) = 352.40 DOWNSTREAM(FEET) = 352.00 FLOW LENGTH(FEET) = 22.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.67 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.84 LONGEST FLOWPATH FROM NODE 5025.30 TO NODE 5025.20 = 347.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.20 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.) = 12.84 RAINFALL INTENSITY(INCH/HR) = 1.94 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.36 7.88 2.653 0.49 2 0.67 12.84 1.936 0.59 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 1.85 7.88 2.653 2 1.66 12.84 1.936 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.85 Tc(MIN.) = 7.88 TOTAL AREA(ACRES) = 1-08 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.20 = 623.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.20 TO NODE 5025.60 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.40 DOWNSTREAM(FEET) = 351.40 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 5025.00 TO NODE 5025.60 = 673.30 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.08 TC(MIN.) = 8.03 PEAK FLOW RATE(CFS) = 1-85 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS RESIDENTIAL * * PLANNING AREA 8 - SYSTEM 5055 * * 2-YR STORM EVENT * ************************************************************************** FILE NAME: 5055-2.DAT TIME/DATE OF STUDY: 12:56 10/02/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5056.20 TO NODE 5055.30 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 3 50.70 DOWNSTREAM ELEVATION = 35 9.70 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 5056.30 TO NODE 5056.40 IS CODE = 62 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 59.70 DOWNSTREAM ELEVATION(FEET) = 342.40 STREET LENGTH(FEET) = 250.00 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) = 0.02 0 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) = 0.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.154 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.50 FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 5056.20 TO NODE 5055.40 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.40 TO NODE 5055.80 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 33 5.44 DOWNSTREAM(FEET) = 333.79 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.89 LONGEST FLOWPATH FROM NODE 5056.20 TO NODE 5056.80 = 358.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.80 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.) = 10.89 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 5056.50 TO NODE 5056.60 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYS I S««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 383.3 0 DOWNSTREAM ELEVATION = 382.00 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 5056.60 TO NODE 5055.70 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 382.00 DOWNSTREAM ELEVATION(FEET) = 342.40 STREET LENGTH(FEET) = 940.00 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) = 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 5.43 Tc(MIN.) = 16.72 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.633 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.20 FLOW VELOCITY(FEET/SEC) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.70 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.70 TO NODE 5056.80 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 336.90 DOWNSTREAM(FEET) = 333.79 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 10.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.76 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.80 = 1092.25 FEET. ***************************** *********************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.80 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.) = 15.76 RAINFALL INTENSITY(INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.86 10.89 2.152 0.72 2 1.59 16.76 1.630 1.71 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 2.05 10.89 2.152 2 2.24 15.76 1.630 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.24 Tc(MIN.) = 15.76 TOTAL AREA(ACRES) = 2.43 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.80 = 1092.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.80 TO NODE 5056.10 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 333.46 DOWNSTREAM(FEET) = 322.59 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 7.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.24 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 17.39 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.10 = 1372.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.10 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.) = 17.39 RAINFALL INTENSITY(INCH/HR) = 1.59 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.10 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.99 RAIN INTENSITY(INCH/HOUR) = 1-83 TOTAL AREA(ACRES) = 13.13 TOTAL RUNOFF(CFS) = 12.28 **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5055.10 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.) = 13.99 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 13.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.24 17.39 1.592 2.43 2 12.28 13.99 1.832 13.13 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 14.23 13.99 1.832 2 12.91 17.39 1.592 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.23 Tc(MIN.) = 13.99 TOTAL AREA(ACRES) = 15.56 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.10 = 1372.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.10 TO NODE 5056.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.59 DOWNSTREAM(FEET) = 318.20 FLOW LENGTH(FEET) = 138.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.23 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.22 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.00 = 1510.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5056.00 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.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 1.81 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.23 **************************************************************************** FLOW PROCESS FROM NODE 5056.90 TO NODE 5056.91 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DBVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 344.00 DOWNSTREAM ELEVATION = 343.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 5056.91 TO NODE 5056.40 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 340.50 DOWNSTREAM ELEVATION(FEET) = 327.74 STREET LENGTH(FEET) = 33 0.00 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) = 0.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 11.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.035 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 1-63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.44 FLOW VELOCITY(FEET/SEC.) = 3.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 5056.90 TO NODE 5056.40 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.40 TO NODE 5056.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 320.85 DOWNSTREAM(FEET) = 319.20 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.63 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.89 LONGEST FLOWPATH FROM NODE 5056.90 TO NODE 5056.00 = 438.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5056.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1-63 **************************************************************************** FLOW PROCESS FROM NODE 5056.42 TO NODE 5056.42 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 1-79 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 1.79 **************************************************************************** FLOW PROCESS FROM NODE 5056.42 TO NODE 5056.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 320.31 DOWNSTREAM(FEET) = 319.20 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 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.05 LONGEST FLOWPATH FROM NODE 5056.42 TO NODE 5056.00 = 272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5055.00 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.) =6.05 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.7 9 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.23 14.22 1.813 15.56 2 1.63 11.89 2.034 1.43 3 1.79 6.05 3.146 1.03 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 11.04 6.05 3.146 2 15.46 11.89 2.034 3 16.71 14.22 1.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.71 Tc(MIN.) = 14.22 TOTAL AREAIACRES) = 18.02 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5056.00 = 1510.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5056.00 TO NODE 5057.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 317.87 DOWNSTREAM(FEET) = 311.93 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 10.49 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.71 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5057.00 = 1760.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5057.00 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.) = 14.62 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 18.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 5057.10 TO NODE 5057.20 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 = 100.00 UPSTREAM ELEVATION = 3 58.30 DOWNSTREAM ELEVATION = 357.30 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 5057.20 TO NODE 5057.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 357.30 DOWNSTREAM ELEVATION(FEET) = 320.70 STREET LENGTH(FEET) = 680.00 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) = 2.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 5 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 12.93 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.927 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) = 4.06 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) =0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.13 FLOW VELOCITY(FEET/SEC.) = 4.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 5057.10 TO NODE 5057.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5057.00 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.) = 12.93 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 3.7 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.71 14.62 1.781 18.02 2 4.06 12.93 1.927 3.78 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 19.50 12.93 1.927 2 20.46 14.62 1.781 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.46 Tc(MIN.) = 14.62 TOTAL AREA(ACRES) = 21.80 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5057.00 = 1760.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5057.00 TO NODE 5060.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 32 0.70 DOWNSTREAM(FEET) = 319.20 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.46 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.74 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5060.00 = 1835.43 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.80 TC(MIN.) = 14.74 PEAK FLOW RATE(CFS) = 20.46 END OF RATIONAL METHOD ANALYSIS ****************************************** ********************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date; 01/01/2002 License ID 1509 Analysis prepared by; ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ' * PLANNING AREA 8 - SYSTEM 5070 * 2-YEAR STORM EVENT ************************************************************************** FILE NAME: 5070.DAT TIME/DATE OF STUDY; 08:42 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVEKrT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5074.00 TO NODE 5074.10 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 = 325.50 DOWNSTREAM ELEVATION = 324.30 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SUBAREA RUNOFF(CFS) = 0.3 6 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 5074.10 TO NODE 5074.11 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 322.00 DOWNSTREAM ELEVATION(FEET) = 296.80 STREET LENGTH(FEET) = 329.00 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) = 1.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.32 AVEFIAGE FLOW VELOCITY (FEET/SEC. ) =3.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 12.27 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.49 SUBAREA RtlNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 1.99 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.97 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.11 = 449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.11 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 296.80 DOWNSTREAM(FEET) = 295.30 FLOW LENGTH(FEET) = 22.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.12 = 471.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 12.33 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 5074.16 TO NODE 5074.17 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 = 160.00 UPSTREAM ELEVATION = 325.50 DOWNSTREAM ELEVATION = 324.30 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.783 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.849 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 5074.17 TO NODE 5074.18 IS CODE = 52 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 322.00 DOWNSTREAM ELEVATION(FEET) = 296.80 STREET LENGTH(FEET) = 367.20 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 1.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH (FEE'T) = 4.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 15.45 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.718 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) = 1.88 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.97 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.18 = 527.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.18 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 296.80 DOWNSTREAM(FEET) = 296.50 FLOW LENGTH(FEET) = 8.3 0 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.) = 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.88 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.47 LONGEST FLOWPATH FROM NODE 5074.15 TO NODE 5074.12 = 535.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 15.47 RAINFALL INTENSITY(INCH/HR) = 1.72 TOTAL STREAM AREA(ACRES) = 1.9 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.99 12.33 1.987 1.79 2 1.88 15.47 1.717 1.96 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 3.61 12.33 1.987 2 3.59 15.47 1.717 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 3.61 Tc(MIN.) = 12.33 TOTAL AREA(ACRES) = 3.75 LONGEST FLOWPATH FROM NODE 5074.15 TO NODE 5074.12 = 535.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 296.80 DOWNSTREAM(FEET) = 271.70 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.61 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.12 = 869.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.85 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 **************************************************************************** FLOW PROCESS FROM NODE 5074.13 TO NODE 5074.14 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) = 8 8 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 297.20 DOWNSTREAM ELEVATION = 295.90 ELEVATION DIFFERENCE = 1.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.3 6 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 5074.14 TO NODE 5074.15 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>»( STREET TABLE SECTION # 1 USED)<«<< UPSTREAM ELEVATION(FEET) = 292.00 DOWNSTREAM ELEVATION(FEET) = 271.10 STREET LENGTH(FEET) = 391.30 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) = 1.3 9 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.3 8 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 13.20 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.902 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.86 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) = 2.3 6 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.14 FLOW VELOCITY(FEET/SEC) = 3.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.15 = 521.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.15 TO NODE 5074.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 271.70 DOWNSTREAM(FEET) = 271.20 FLOW LENGTH(FEET) = 22.3 0 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.3 5 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 13.25 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.20 = 543.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.25 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.3 6 **************************************************************************** FLOW PROCESS FROM NODE 5074.19 TO NODE 5074.21 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 = 130.00 UPSTREAM ELEVATION = 297.40 DOWNSTREAM ELEVATION = 296.10 ELEVATION DIFFERENCE =1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 5074.21 TO NODE 5074.22 IS CODE = 52 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 292.00 DOWNSTREAM ELEVATION(FEET) = 271.70 STREET LENGTH(FEET) = 304.00 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) = 0.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 2.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 12.71 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.949 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.32 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.22 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.22 TO NODE 5074.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 271.70 DOWNSTREAM(FEET) = 271.50 FLOW LENGTH(FEET) = 8.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.74 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.20 = 442.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.74 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.61 12.85 1.935 3.75 2 2.36 13.26 1.896 2.22 3 1.11 12.74 1.946 1.01 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 7.00 12.74 1.946 2 7.02 12.85 1.935 3 6.98 13.25 1.896 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.02 Tc(MIN.) = 12.85 TOTAL AREA(ACRES) = 6.98 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.20 = 869.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 31 r »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 271.20 DOWNSTREAM(FEET) = 269.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.02 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.17 5074 Tc(MIN.) = 16 TO NODE 13 .02 5075.00 = 954.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 6.98 7.02 TC(MIN.) = 13.02 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.5 Planning Area 9 ************************************** ************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by; ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ' * PLANNING AREA 9 - SYSTEM 503 6 ' * 2-YR STORM EVENT ' ************************************************************************** FILENAME; 5030-2.DAT TIME/DATE OF STUDY: 15:41 10/01/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5036.30 TO NODE 5036.40 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 = 100.00 UPSTREAM ELEVATION = 404.50 DOWNSTREAM ELEVATION = 403.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 5036.40 TO NODE 5036.50 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 383.15 STREET LENGTH(FEET) = 3 90.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 1.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) =4.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 11.94 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.02 8 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 1-22 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 1-51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.91 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC) = 0.84 LONGEST FLOWPATH FROM NODE 5036.30 TO NODE 5036.50 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5035.50 TO NODE 5036.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 376.24 DOWNSTREAM(FEET) = 374.92 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.61 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.9 6 LONGEST FLOWPATH FROM NODE 5035.30 TO NODE 5036.20 = 498.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5035.20 TO NODE 5036.20 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.) = 11.96 RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1-61 **************************************************************************** FLOW PROCESS FROM NODE 5036.60 TO NODE 5036.70 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 = 100.00 UPSTREAM ELEVATION = 400.40 DOWNSTREAM ELEVATION = 3 99.40 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5036.70 TO NODE 5036.80 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 397.50 DOWNSTREAM ELEVATION(FEET) = 383.85 STREET LENGTH(FEET) = 440.00 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) = 1.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.3 8 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 12.57 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.963 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 2.30 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) = 2.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 503 6.60 TO NODE 5036.80 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.80 TO NODE 5036.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA; UPSTREAM(FEET) = 378.52 DOWNSTREAM(FEET) = 374.92 FLOW LENGTH(FEET) = 28.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.59 PIPE TRAVEL TIME(MIN.) = 0.04 , Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 5035.60 TO NODE 5036.20 = 568.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.20 TO NODE 5035.20 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.) = 12.61 RAINFALL INTENSITY(INCH/HR) = 1.96 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.61 11.96 2.027 1.40 2 2.59 12.61 1.959 2.36 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 4.11 11.96 2.027 2 4.14 12.61 1.959 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.14 Tc(MIN.) = 12.61 TOTAL AREA(ACRES) = 3.75 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.20 = 558.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.20 TO NODE 5036.90 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 374.59 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 550.00 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.) = 8.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 13.91 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.90 = 1228.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 3056.90 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.) = 13.91 RAINFALL INTENSITY(INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 3.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 5035.91 TO NODE 5036.92 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 = 100.00 UPSTRETUyi ELEVATION = 3 9 0.60 DOWNSTREAM ELEVATION = 3 8 9.60 ELEVATION DIFFERENCE = 1-00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 5036.92 TO NODE 5036.93 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 83.50 DOWNSTREAM ELEVATION(FEET) = 358.77 STREET LENGTH(FEET) = 660.00 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 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) = 0.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 4.00 Tc(MIN.) = 13.90 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.839 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) = 1.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.49 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 5036.91 TO NODE 5036.93 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.93 TO NODE 5036.90 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 353.46 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.92 LONGEST FLOWPATH FROM NODE 5036.91 TO NODE 5036.90 = 768.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5036.90 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.92 RAINFALL INTENSITY(INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.64 **************************************************************************** FLOW PROCESS FROM NODE 5036.94 TO NODE 5036.94 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 5035.94 TO NODE 5036.90 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 352.14 DOWNSTREAM(FEET) = 351.81 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.51 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.11 LONGEST FLOWPATH FROM NODE 5035.94 TO NODE 5036.90 = 22.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5036.90 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.) = 5.11 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.14 13.91 1.838 3.76 2 1.64 13.92 1.838 1.58 3 0.51 6.11 3.126 0.17 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 3.91 6.11 3.126 2 6.08 13.91 1.838 3 6.08 13.92 1.838 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.08 Tc(MIN.) = 13.91 TOTAL AREA(ACRES) = 5.51 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE 5036.90 = 1228.25 FEET, **************************************************************************** FLOW PROCESS FROM NODE 5036.90 TO NODE 5037.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 351.31 DOWNSTREAM(FEET) = 338.45 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.08 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 14.38 LONGEST FLOWPATH FROM NODE 5036 60 TO NODE 5037.00 = 1518.25 FEET. END OF STUDY SUMMARY; TOTAL AREA(ACRES) 5 .51 TC(MIN.) = 14.38 PEAK FLOW RATE(CFS) 6.08 END OF RATIONAL METHOD ANALYSIS r************************************* *********************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by; ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' * PLANNING AREA 9 - SYSTEM 5050 ^ * 2-YR STORM EVENT **************************** ********************************************** FILE NAME: S050-2.DAT TIME/DATE OF STUDY: 17:21 10/01/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 85 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 5-HOUR DURATION PRECIPITATION (INCHES) = 1.350 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANU7VL "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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS; 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5051.10 TO NODE 5051.20 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 = 220.00 UPSTREAM ELEVATION = 407.20 DOWNSTREAM ELEVATION = 405.00 ELEVATION DIFFERENCE = 2.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.6 84 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5051.20 TO NODE 5051.30 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.10 DOWNSTREAM ELEVATION(FEET) = 401.45 STREET LENGTH(FEET) = 23 0.00 CURB HEIGHT(INCHES) = 5.0 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) = 1.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 16.73 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.632 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) = 2.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC) = 0.70 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.30 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.30 TO NODE 5051.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 395.55 DOWNSTREAM(FEET) = 393.66 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.51 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.00 = 472.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5051.00 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.) = 16.76 RAINFALL INTENSITY(INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 **************************************************************************** FLOW PROCESS FROM NODE 5051.40 TO NODE 5051.50 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE F7VMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 405.60 DOWNSTREAM ELEVATION = 404.40 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SUBAREA RUNOFF(CFS) = 0.2 6 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5051.50 TO NODE 5051.60 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 402.90 DOWNSTREAM ELEVATION(FEET) = 401.46 STREET LENGTH(FEET) = 12.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.154 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 1.3 0 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.93 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 5051.40 TO NODE 5051.60 = 132.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.60 TO NODE 5051.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 393.76 DOWNSTREAM(FEET) = 393.66 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.30 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 5051.40 TO NODE 5051.00 = 140.25 FEET. ************************************* *************************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5051.00 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.) = 10.91 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.51 16.76 1.630 2.74 2 1.30 10.91 2.150 1.10 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 3.20 10.91 2.150 2 3.50 16.76 1.630 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK'FLOW RATE(CFS) = 3.50 Tc(MIN.) = 16.76 TOTAL AREA(ACRES) = 3.84 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5051.00 = 472.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5051.00 TO NODE 5052.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 393.33 DOWNSTREAM(FEET) = 388.44 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.50 PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 18.27 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.00 = 942.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 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.) = 18.27 RAINFALL INTENSITY(INCH/HR) = 1.54 TOTAL STREAM AREA(ACRES) = 3.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5052.10 TO NODE 5052.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) =1.72 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 5052.10 TO NODE 5052.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 391.22 DOWNSTREAM(FEET) = 388.44 FLOW LENGTH(FEET) = 13.93 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.02 LONGEST FLOWPATH FROM NODE 5052.10 TO NODE 5052.00 = 303.93 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 5052.30 TO NODE 5052.40 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 403.60 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.054 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5052.40 TO NODE 5052.20 IS CODE = 52 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 402.20 DOWNSTREAM ELEVATION(FEET) = 396.18 STREET LENGTH(FEET) = 205.00 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) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.2 8 HALFSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 12.90 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.930 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.18 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) = 3.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.95 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 5052.30 TO NODE 5052.20 = 345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.20 TO NODE 5052.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 389.99 DOWNSTREAM(FEET) = 388.44 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.) = 10.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.93 LONGEST FLOWPATH FROM NODE 5052.30 TO NODE 5052.00 = 367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.00 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.) = 12.93 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) =3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.50 18.27 1.542 3.84 2 1.72 6.02 3.156 0.99 3 3.67 12.93 1.927 3.44 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 5.67 6.02 3.156 2 7.52 12.93 1.927 3 7.27 18.27 1.542 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.52 Tc(MIN.) = 12.93 TOTAL AREA(ACRES) = 8.27 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.00 = 942.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.50 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 388.10 DOWNSTREAM(FEET) = 357.14 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.52 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.33 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5052.50 = 1277.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5052.50 TO NODE 5055.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 356.81 DOWNSTREAM(FEET) = 342.24 FLOW LENGTH(FEET) = 275.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.52 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5055.30 = 1552.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 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.) = 13.72 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 8.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 **************************************************************************** FLOW PROCESS FROM NODE 5055.10 TO NODE 5055.20 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 = 13 0.00 UPSTREAM ELEVATION = 383.40 DOWNSTREAM ELEVATION = 382.10 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5055.20 TO NODE 5055.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»( STREET TABLE SECTION # 1 USED) «<« UPSTREAM ELEVATION(FEET) = 381.10 DOWNSTREAM ELEVATION(FEET) = 347.38 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 1.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 14.41 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.797 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.83 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 3.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.13 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC) = 1.14 LONGEST FLOWPATH FROM NODE 5055.10 TO NODE 5055.00 = 780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.00 TO NODE 5055.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.38 DOWNSTREAM(FEET) = 342.74 FLOW LENGTH(FEET) = 63.18 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 5055.10 TO NODE 5055.30 = 843.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 14.62 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 **************************************************************************** FLOW PROCESS FROM NODE 5055.40 TO NODE 5055.50 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 = 130.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 3 88.70 ELEVATION DIFFERENCE =1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE ' 5055.50 TO NODE 5055.60 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 381.10 DOWNSTREAM ELEVATION(FEET) = 349.71 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 13.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.841 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) = 1.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 FLOW VELOCITY(FEET/SEC) = 3.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 5055.40 TO NODE 5055.60 = 655.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.60 TO NODE 5055.30 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 344.70 DOWNSTREAM(FEET) = 342.74 FLOW LENGTH (FEET) = 16.35 MAYING'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.) = 10.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.90 LONGEST FLOWPATH FROM NODE 5055.40 TO NODE 5055.30 = 671.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.30 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.) = 13.90 RAINFALL INTENSITY(INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 1.7 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.52 13.72 1.855 8.27 2 3.09 14.62 1.780 3.08 3 1.82 13.90 1.839 1.78 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 12.28 13.72 1.855 2 12.26 13.90 1.839 3 12.06 14.52 1.780 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.28 Tc(MIN.) = 13.72 TOTAL AREA(ACRES) = 13.13 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5055.30 = 1552.75 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5055.30 TO NODE 5055.10 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 341.91 DOWNSTREAM(FEET) = 322.09 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.28 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.99 LONGEST FLOWPATH FROM NODE 5051.10 TO NODE 5056.10 = 1802.75 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.13 TC(MIN.) = 13.99 PEAK FLOW RATE(CFS) = 12.28 END OF RATIONAL METHOD ANALYSIS ************** ************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TENTATIVE MAP - JN 2267.00 ^ * PLANNING AREA 9 - SYSTEM 5070 ^ * 2-YR STORM EVENT ^ ************************************************************************** FILENAME: 5070-2.DAT TIME/DATE OF STUDY: 09:07 10/02/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 5-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 FIATIONAL 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 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5074.00 TO NODE 5074.10 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 = 325.50 DOWNSTREAM ELEVATION = 324.30 ELEVATION DIFFERENCE = 1-20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SLTBAREA RUNOFF (CFS) = 0.36 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 5074.10 TO NODE 5074.11 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 324.30 DOWNSTREAM ELEVATION(FEET) = 297.67 STREET LENGTH(FEET) = 329.00 CURB HEIGHT(INCHES) = 5.0 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) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 12.22 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.999 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 1.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.85 FLOW VELOCITY(FEET/SEC.) = 4.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.11 = 449.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.11 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.01 DOWNSTREAM(FEET) = 290.46 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.28 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5074.12 = 471.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 12.28 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 5074.16 TO NODE 5074.17 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 = 160.00 UPSTREAM ELEVATION = 325.50 DOWNSTREAM ELEVATION = 323.90 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.523 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.957 SUBAREA RUNOFFICFS) = 0.3 5 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 5074.17 TO NODE 5074.18 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 323.90 DOWNSTREAM ELEVATION(FEET) = 297.67 STREET LENGTH(FEET) = 3 67.20 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) = 1.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 14.15 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.819 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) = 1.99 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 FLOW VELOCITY(FEET/SEC.) = 4.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.18 = 527.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.18 TO NODE 5074.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.94 DOWNSTREAM(FEET) = 290.46 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.23 ESTIMATED PIPE DIAlffiTER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.12 = 535.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.12 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.) = 14.15 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.99 12.28 1.992 1.79 2 1.99 14.16 1.818 1.96 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 3.81 12.28 1.992 2 3.81 14.16 1.818 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.81 Tc(MIN.) = 12.28 TOTAL AREA(ACRES) = 3.7 5 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.12 = 535.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.12 TO NODE 5074.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA; UPSTREAM(FEET) = 290.13 DOWNSTREAM(FEET) = 254.27 FLOW LENGTH(FEET) = 334.00 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.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.81 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 12.79 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.20 = 869.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 1-94 TOTAL STREAM AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.81 **************************************************************************** FLOW PROCESS FROM NODE 5074.13 TO NODE 5074.14 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 = 130,00 UPSTREAM ELEVATION = 297,20 DOWNSTREAM ELEVATION = 2 95.90 ELEVATION DIFFERENCE = 1.3 0 URBAN SUB7VREA OVERLAND TIME OF FLOW (MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 5074.14 TO NODE 5074.15 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 295.90 DOWNSTREAM ELEVATION(FEET) = 272.04 STREET LENGTH(FEET) = 391.30 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) = 1.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 13.11 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.910 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.86 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.90 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC) = 1.05 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.15 = 521.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.15 TO NODE 5074.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 265.82 DOWNSTREAM(FEET) = 254.27 FLOW LENGTH(FEET) = 22.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.37 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 5074.13 TO NODE 5074.20 = 543.50 FEET. ***************************************** *********************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 5074.19 TO NODE 5074.21 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RtnSIOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 298.00 DOWNSTREAM ELEVATION = 296.70 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 5074.21 TO NODE 5074.22 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 292.50 DOWNSTREAM ELEVATION(FEET) = 272.04 STREET LENGTH(FEET) = 304.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 2.84 AVERAGE FLOW VELOCITY(FEET/SEC) = 3.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 12.71 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.949 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.32 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.22 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.22 TO NODE 5074.20 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 65.92 DOWNSTREAM(FEET) = 264.27 FLOW LENGTH(FEET) = 8.3 0 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 5074.19 TO NODE 5074.20 = 442.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5074.20 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.) = 12.72 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.81 12.79 1.941 3.75 2 2.37 13.15 1.907 2.22 3 1.11 12.72 1.948 1.01 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 7.22 12.72 1.948 2 7.24 12.79 1.941 3 7.19 13.15 1.907 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.24 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 6.98 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5074.20 = 859.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 263.77 DOWNSTREAM(FEET) = 261.39 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.24 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 5074.16 TO NODE 5075.00 = 954.45 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6 98 TC(MIN.) = 12.94 PEAK FLOW RATE(CFS) 7 24 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.6 Planning Area 10 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 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 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS ' * PLANNING AREA 10 - SYSTEM 3 00 ' * 2-YEAR STORM EVENT ' ************************************************************************** FILE NAME; 3 00-2.DAT TIME/DATE OF STUDY: 11:47 09/29/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION; 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 AITO 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 0.0313 0.125 0.0170 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.10 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 = 150.00 UPSTREAM ELEVATION = 376.10 DOWNSTREAM ELEVATION = 374.60 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 300.10 TO NODE 300.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >>>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 374.60 DOWNSTREAM ELEVATION(FEET) = 345.80 STREET LENGTH(FEET) = 536.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = 15.53 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.712 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 1.97 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.20 = 786.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.20 TO NODE 300.21 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 335.63 DOWNSTREAM(FEET) = 319.13 FLOW LENGTH(FEET) = 411.00 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.) = 7.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-97 PIPE TRAVEL TIME(MIN-) = 0-95 Tc(MIN-) = 16.48 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.21 = 1197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.21 TO NODE 300.21 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.) = 16.48 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.97 **************************************************************************** FLOW PROCESS FROM NODE 300.22 TO NODE 300.23 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 320.00 UPSTREAM ELEVATION = 353.27 DOWNSTREAM ELEVATION = 333.40 ELEVATION DIFFERENCE = 19.87 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.3 88 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.092 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 1.25 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 300.23 TO NODE 300.21 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA; UPSTREAM(FEET) = 321.69 DOWNSTREAM(FEET) = 319.13 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 300.22 TO NODE 300.21 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.21 TO NODE 300.21 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.) = 11.70 RAINFALL INTENSITY(INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.97 15.48 1.648 2.06 2 1.18 11.70 2.055 1.25 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 2.76 11.70 2.055 2 2.91 15.48 1.548 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 2.91 Tc(MIN.) = 16.48 TOTAL AREA(ACRES) = 3.31 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.21 = 1197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.21 TO NODE 300.24 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.80 DOWNSTREAM(FEET) = 315.57 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.91 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 17.10 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.24 = 1407.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.24 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.) = 17.10 RAINFALL INTENSITY(INCH/HR) = 1.51 TOTAL STREAM AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.91 **************************************************************************** FLOW PROCESS FROM NODE 300.25 TO NODE 300.26 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 = 343.40 DOWNSTREAM ELEVATION = 342.20 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 . SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 300.26 TO NODE 300.27 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 340.40 DOWNSTREAM ELEVATION(FEET) = 325.50 STREET LENGTH(FEET) = 210.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) =11.63 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.063 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 0.77 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 2.95 FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 3 00.25 TO NODE 300.27 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.27 TO NODE 300.28 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>>> (STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 325.50 DOWNSTREAM ELEVATION(FEET) = 322.67 STREET LENGTH(FEET) = 179.20 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) = 0.02 0 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.37 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 12.95 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.925 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) = 2.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 300.25 TO NODE 300.28 = 509.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.28 TO NODE 300.24 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 316.01 DOWNSTREAM(FEET) = 315.57 FLOW LENGTH(FEET) = 5.00 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.) = 10.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.95 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.95 LONGEST FLOWPATH FROM NODE 3 00.25 TO NODE 300.24 = 514.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.24 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.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.91 17.10 1.609 3.31 2 2.95 12.95 1.925 2.73 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 5.39 12.95 1.925 2 5.38 17.10 1.609 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 5.39 Tc(MIN.) = 12.95 TOTAL AREA(ACRES) = 6.04 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.24 = 1407-00 FEET- **************************************************************************** FLOW PROCESS FROM NODE 300.24 TO NODE 300.30 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 322.07 DOWNSTREAM(FEET) = 321.20 FLOW LENGTH(FEET) = 41.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18-000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.39 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.05 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.30 = 1448.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.30 TO NODE 300.34 IS CODE = 31 »>>>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 313.06 DOWNSTREAM(FEET) = 300.11 FLOW LENGTH(FEET) = 287.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.39 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.53 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.34 = 1736.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.34 TO NODE 300.34 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.) = 13.53 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 6.04 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.'3 9 **************************************************************************** FLOW PROCESS FROM NODE 300.35 TO NODE 300.36 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 = 144.00 UPSTREAM ELEVATION = 337.20 DOWNSTREAM ELEVATION = 33 5.9 8 ELEVATION DIFFERENCE = 1.22 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.555 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.964 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 300.36 TO NODE 300.37 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 333.53 DOWNSTREAM ELEVATION(FEET) = 326.60 STREET LENGTH(FEET) = 104.30 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.41 Tc{MIN.) = 12.96 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.924 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 0.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.18 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 300.35 TO NODE 300.37 = 248.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.37 TO NODE 300.38 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 326.60 DOWNSTREAM ELEVATION(FEET) = 321.00 STREET LENGTH(FEET) = 274.40 CURB HEIGHT(INCHES) = 5.0 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.2 5 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 14.98 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.752 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) = 1.57 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.49 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 300.35 TO NODE 300.38 = 522.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.3 8 TO NODE 3 00.39 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 321.00 DOWNSTREAM ELEVATION(FEET) = 305.99 STREET LENGTH(FEET) = 254.51 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) =5.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 1-12 Tc(MIN.) = 16.10 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1-673 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 1-83 PEAK FLOW RATE(CFS) = 1-82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.97 FLOW VELOCITY(FEET/SEC) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 300.35 TO NODE 300.39 = 777.21 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.39 TO NODE 300.34 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 300.52 DOWNSTREAM(FEET) = 300.11 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.12 LONGEST FLOWPATH FROM NODE 300.35 TO NODE 300.34 = 785.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.34 TO NODE 300.34 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.) = 15.12 RAINFALL INTENSITY(INCH/HR) = 1.67 TOTAL STREAM AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.39 13.53 1.872 6.04 2 1.82 16.12 1.672 1.83 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 7.01 13.53 1.872 2 5-53 15-12 1.672 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 7.01 Tc(MIN.) = 13.53 TOTAL AREA(ACRES) = 7.87 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.34 = 1736.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.34 TO NODE 300.40 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 299.78 DOWNSTREAM(FEET) = 295.45 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.01 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.62 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.40 = 1800.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.40 TO NODE 300.42 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 296.13 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 211.76 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.01 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 13.98 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.55 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.42 TO NODE 300.42 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.) = 13.98 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 7.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.01 **************************************************************************** FLOW PROCESS FROM NODE 300.43 TO NODE 300.44 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 = 140.00 UPSTREAM ELEVATION = 341.30 DOWNSTREAM ELEVATION = 339.90 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.054 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 300.44 TO NODE 300.45 IS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 337.15 DOWNSTREAM ELEVATION(FEET) = 303.00 STREET LENGTH(FEET) = 535.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 14.15 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.818 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.7 9 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 2.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.32 FLOW VELOCITY(FEET/SEC) = 4.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 3 00.43 TO NODE 300.45 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.45 TO NODE 300.48 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 303.00 DOWNSTREAM ELEVATION(FEET) = 296.67 STREET LENGTH(FEET) = 175.70 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 14.98 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.753 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.3 5 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) = 4.35 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) =0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET/SEC) = 3.77 DEPTH*VELOCITY(FT*FT/SEC) = 1.25 LONGEST FLOWPATH FROM NODE 3 00.43 TO NODE 300.48 = 850.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.48 TO NODE 300.42 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 291.07 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 22.30 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) = 12.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.36 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 3 00.43 TO NODE 300.42 = 873.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 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.) = 15.01 RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.01 13.98 1.832 7.87 2 4.35 15.01 1.751 4.41 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 11.18 13.98 1.832 2 11.06 15.01 1.751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.18 Tc(MIN.) = 13.98 TOTAL AREA(ACRES) = 12.28 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.56 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 300.60 TO NODE 300.61 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 = 354.70 DOWNSTREAM ELEVATION = 353.50 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 300.61 TO NODE 300.62 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 351.38 DOWNSTREAM ELEVATION(FEET) = 342.65 STREET LENGTH(FEET) = 250.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 12.44 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.7 8 PEAK FLOW RATE(CFS) = 0.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.54 FLOW VELOCITY(FEET/SEC) = 2.71 DEPTH*VELOCITY(FT*FT/SEC. ) = 0.59 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.62 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 00.62 TO NODE 3 00.53 IS CODE = 52 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>>>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 342.65 DOWNSTREAM ELEVATION(FEET) = 337.40 STREET LENGTH(FEET) = 460.80 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 15.29 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.650 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS- CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 2.7 8 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 4 HALFSTREET FLOOD WIDTH(FEET) = 10.60 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.63 = 830.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.63 TO NODE 300.64 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >>>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA; UPSTREAM(FEET) = 337.40 DOWNSTREAM(FEET) = 326.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 149.00 CHANNEL SLOPE = 0.0700 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 66.660 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.70 FLOW VELOCITY(FEET/SEC.) = 3.75 FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 16.95 LONGEST FLOWPATH FROM NODE 300.50 TO NODE 300.64 = 979.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.64 TO NODE 300.65 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 318.96 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 17.05 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.65 = 1002.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.55 IS CODE = 10 »>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«<< **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 901.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 315.00 ELEVATION DIFFERENCE = 54.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.842 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 901.10 TO NODE 300.70 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 33 8.16 DOWNSTREAM(FEET) = 335.05 FLOW LENGTH(FEET) = 172.58 MAILING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.30 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 300.70 = 622.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.70 TO NODE 300.70 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.) =11.3 0 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 300.71 TO NODE 300.72 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 = 118.00 UPSTREAM ELEVATION = 358.40 DOWNSTREAM ELEVATION = 357.22 ELEVATION DIFFERENCE = 1.18 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.754 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.170 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 300.72 TO NODE 300.73 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>»(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 355.29 DOWNSTREAM ELEVATION(FEET) = 350.29 STREET LENGTH(FEET) = 124.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.15 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.) = 0.56 Tc(MIN.) = 11.32 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.100 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C-S- CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0-37 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0-57 PEAK FLOW RATE(CFS) = 0-67 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.11 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.73 = 242.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.73 TO NODE 300.70 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 350.29 DOWNSTREAM ELEVATION(FEET) = 343.09 STREET LENGTH(FEET) = 415.60 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55 AVEFIAGE FLOW VELOCITY (FEET/SEC. ) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 14.54 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.787 SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.70 = 657.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.70 TO NODE 300.70 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.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 1.61 PEAK FLOW RATE (CFS) AT COfJFLUENCE = 1.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.40 11.30 2.102 3.50 2 1.59 14.54 1.787 1.61 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 4.84 11.30 2.102 2 4.58 14.54 1.787 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.84 Tc(MIN.) = 11.30 TOTAL AREA(ACRES) = 5.11 LONGEST FLOWPATH FROM NODE 3 00.71 TO NODE 300.70 = 657.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.70 TO NODE 300.65 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 334.73 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 289.01 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.84 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.65 = 946.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.84 11.75 2.049 5.11 LONGEST FLOWPATH FROM NODE 300.71 TO NODE 300.65 = 946.61 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.70 17.05 1.612 2.78 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.65 = 1002.05 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.96 11.76 2.049 2 6.51 17.05 1.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.95 Tc(MIN.) = 11.76 TOTAL AREA(ACRES) = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 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,) = 11.76 RAINFALL INTENSITY(INCH/HR) = 2.05 TOTAL STREAM AREA(ACRES) = 7.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.96 **************************************************************************** FLOW PROCESS FROM NODE 300.76 TO NODE 300.77 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 = 389.00 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 360.00 ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.887 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 3 00.77 TO NODE 3 00.7 8 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 360.00 DOWNSTREAM ELEVATION(FEET) = 350.29 STREET LENGTH(FEET) = 175.60 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.894 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.32 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.78 = 565.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.78 TO NODE 300.75 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 350.29 DOWNSTREAM ELEVATION(FEET) = 325.97 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 5.0 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0-25 HALFSTREET FLOOD WIDTH(FEET) = 6.38 AVERAGE FLOW VELOCITY(FEET/SEC-) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 4.44 Tc(MIN.) = 11.33 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.099 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.2 6 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC) = 0.80 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.75 = 1315.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.75 TO NODE 300.65 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 321.06 DOWNSTREAM(FEET) = 318.84 FLOW LENGTH(FEET) = 22.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.37 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.55 = 1337.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.65 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.) = 11.37 RAINFALL INTENSITY(INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.96 11.76 2.049 7.89 2 1.91 11.37 2.094 0.79 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 8.72 11.37 2.094 2 8.83 11-75 2-049 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8-83 Tc(MIN.) = 11.76 TOTAL AREA(ACRES) = 8.68 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.65 = 1337.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.65 TO NODE 300.42 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.51 DOWNSTREAM(FEET) = 288.72 FLOW LENGTH(FEET) = 704.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.83 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 12.81 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.42 = 2041.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.42 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.83 12.81 1.939 8.68 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.42 = 2041.85 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.18 13.98 1.832 12.28 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.42 = 2012.56 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.40 12.81 1.939 2 19.53 13-98 1.832 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 19.53 Tc(MIN.) = 13.98 TOTAL AREA(ACRES) = 2 0.96 **************************************************************************** FLOW PROCESS FROM NODE 300.42 TO NODE 300.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 287.72 DOWNSTREAM(FEET) = 287.65 FLOW LENGTH(FEET) = 8.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.53 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.00 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.50 = 2050.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 300.50 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.) = 14.00 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 2 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.53 **************************************************************************** FLOW PROCESS FROM NODE 300.51 TO NODE 300.52 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 = 195.00 UPSTREAM ELEVATION = 325.30 DOWNSTREAM ELEVATION = 323.35 ELEVATION DIFFERENCE = 1.95 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.825 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.846 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 300.52 TO NODE 300.50 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 322.10 DOWNSTREAM ELEVATION(FEET) = 296.66 STREET LENGTH(FEET) = 520.00 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) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.02 AVERAGE FLOW VELOCITY(FEET/SEC) = 3.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 16.15 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.659 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 4.22 SUBAREA RUNOFF(CFS) = 3.87 TOTAL AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) = 4.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 3 00.51 TO NODE 300.50 = 715-00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 300.50 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.) = 15.15 RAINFALL INTENSITY(INCH/HR) = 1.67 TOTAL STREAM AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.53 14.00 1.831 20.96 2 4.21 16.15 1.669 4.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION FIATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.36 14.00 1.831 2 22.01 16.15 1.669 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.35 Tc(MIN.) = 14.00 TOTAL AREA(ACRES) = 25.51 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 300.50 = 2050.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 117.11 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM{FEET) = 287.33 DOWNSTREAM(FEET) = 286.63 FLOW LENGTH(FEET) = 116.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.79 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.36 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 14.29 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 117.11 = 2166.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.50 TO NODE 117.11 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.807 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 25.95 TOTAL RUNOFF(CFS) = 23.80 TC(MIN) = 14.29 **************************************************************************** FLOW PROCESS FROM NODE 117.11 TO NODE 117.30 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA; UPSTREAM(FEET) = 286.30 DOWNSTREAM(FEET) = 239.60 FLOW LENGTH(FEET) = 99.81 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 35.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.80 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.33 LONGEST FLOWPATH FROM NODE 300 76 TO NODE 117.30 = 2266.01 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 25.95 TC(MIN.) = 14.33 PEAK FLOW RATE(CFS) 23.80 END OF RATIONAL METHOD ANALYSIS APPENDIX 2.7 Planning Area 12 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 12 - BRESSI RANCH ' * 2-YEAR STORM EVENT - SYSTEM 1200 ' ************************************************************************** FILE NAME: 1201.DAT TIME/DATE OF STUDY: 09:14 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION; 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.9 0 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 0.0313 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 1201.00 TO NODE 1202.00 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 = 130.00 UPSTREAM ELEVATION = 223.30 DOWNSTREAM ELEVATION = 222.00 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.104 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.10 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SLrBAREA«<« »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 182.20 STREET LENGTH(FEET) = 659.00 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) = 0.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.24 Tc(MIN.) = 14.53 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.788 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 1-81 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0-25 HALFSTREET FLOOD WIDTH(FEET) = 6.03 FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY(FT*FT/SEC) = 0.93 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1202.10 = 789.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.10 TO NODE 1204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 182.20 DOWNSTREAM(FEET) = 182.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-81 PIPE TRAVEL TIME(MIN-) = 0.03 Tc(MIN.) = 14.56 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.00 = 798.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.00 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.) = 14.56 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW PJ^TE(CFS) AT CONFLUENCE = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1203.10 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 = 117.00 UPSTREAM ELEVATION = 201.30 DOWNSTREAM ELEVATION = 200.10 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.619 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.188 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 1203.10 TO NODE 1203.20 IS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«<< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 182.40 STREET LENGTH(FEET) = 2 53.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 0.00 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.S3 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME (MIN.) = 0.99 Tc(MIN.) = 11.60 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.065 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.50 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE 1203.20 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1203.20 TO NODE 1204.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA; UPSTREAM(FEET) = 182.40 DOWNSTREAM(FEET) = 182.00 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 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.87 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE 1204.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.00 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.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.81 14.56 1.785 1.82 2 0.87 11.69 2.057 0.76 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 2.45 11.69 2.057 2 2.57 14-55 1.785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.57 Tc(MIN.) = 14.55 TOTAL AREA(ACRES) = 2.58 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.00 = 798.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1204.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 173.00 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.57 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.90 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUIffiER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH/HR) = 1.77 TOTAL STREAM AREA(ACRES) = 2.5 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.57 **************************************************************************** FLOW PROCESS FROM NODE 1204.10 TO NODE 1204.20 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 = 139.00 UPSTREAM ELEVATION = 201.70 DOWNSTREAM ELEVATION = 200.30 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.644 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.062 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 1204.20 TO NODE 1204.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 200.30 DOWNSTREAM ELEVATION(FEET) = 173.90 STREET LENGTH(FEET) = 529.00 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) = 0.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 14.56 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.785 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 1.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.03 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 1204.10 TO NODE 1204.30 = 668.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.3 0 TO NODE 1204.90 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 173.90 DOWNSTREAM(FEET) = 173.70 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 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 1204.10 TO NODE 1204.90 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 14.59 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 1-19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 1204.40 TO NODE 1204.50 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 = 166.00 UPSTREAM ELEVATION = 201.70 DOWNSTREAM ELEVATION = 200.00 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.654 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.954 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 1204.50 TO NODE 1204.60 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 174.10 STREET LENGTH(FEET) = 616.00 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) = 1.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.42 Tc(MIN.) = 16.07 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.575 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 2.29 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.20 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 1204.40 TO NODE 1204.60 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.60 TO NODE 1204.90 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 174.10 DOWNSTREAM(FEET) = 173.70 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 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.14 LONGEST FLOWPATH FROM NODE 1204.40 TO NODE 1204.90 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1204.90 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.) = 16.14 RAINFALL INTENSITY(INCH/HR) = 1.67 TOTAL STREAM AREA(ACRES) = 2.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.57 14.76 1.770 2.58 2 1.19 14.59 1.783 1.19 3 2.13 16.14 1.670 2.29 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 5.74 14.59 1.783 2 5.77 14-76 1-770 3 5.68 16.14 1.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.77 Tc(MIN.) = 14.76 TOTAL AREA(ACRES) = 6.06 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1204.90 = 917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1204.90 TO NODE 1205.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 173.70 DOWNSTREAM(FEET) = 167.00 FLOW LENGTH(FEET) = 452.10 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.77 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 15.87 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1205.00 = 1369.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 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.) = 15.87 RAINFALL INTENSITY(INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 6.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.77 **************************************************************************** FLOW PROCESS FROM NODE 1205.10 TO NODE 1205.20 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 = 100.00 UPSTREAM ELEVATION = 174.70 DOWNSTREAM ELEVATION = 173.00 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.295 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 1205.20 TO NODE 1205.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 173.00 DOWNSTREAM ELEVATION(FEET) = 167.00 STREET LENGTH(FEET) = 404.00 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) = 2.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 11.12 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.125 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.64 SUBAREA RUNOFF(CFS) = 4.25 TOTAL AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) = 4.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.00 FLOW VELOCITY(FEET/SEC) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 1205.10 TO NODE 1205.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 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.) = 11.12 RAINFALL INTENSITY(INCH/HR) = 2.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.77 15.87 1.689 6.06 2 4.93 11.12 2.125 4.12 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 9.51 11.12 2.125 2 9.69 15.87 1.689 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.69 Tc(MIN.) = 15.87 TOTAL AREA(ACRES) = 10.18 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1205.00 = 1369.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1205.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 145.00 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 16.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.69 PIPE TP^VEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.07 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1206.00 = 1567.10 FEET. END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 10.18 TC(MIN.) = 16.07 PEAK FLOW RATE(CFS) = 9.69 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. l.SA Release Date; 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 ************************** DESCRIPTION OF STUDY ************************** * RESIDENTIAL LOTS HYDROLOGY ' * PLANNING AREA 12 - BRESSI RANCH ' * 2-YEAR STORM EVENT - SYSTEM 5086 ' ************************************************************************** FILE NAME: 5086.DAT TIME/DATE OF STUDY: 09:26 07/11/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 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 0.0313 0-125 0-0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS; 1. Relative Flow-Depth = O.SO 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 5086.10 TO NODE 5085.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.08(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 37 0.00 UPSTREAM ELEVATION = 410.00 DOWNSTREAM ELEVATION = 270.00 ELEVATION DIFFERENCE = 140.00 NATURAL WATERSHED TIME OF CONCENTRATION = 11.08 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.129 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 5086.20 TO NODE 5085.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING' ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = , 270.00 .DOWNSTREAM(FEET) = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.1000 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.96 FLOW VELOCITY(FEET/SEC.) = 2.31 FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.30 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.30 TO NODE 5086.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.898 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 5.75 SUBAREA RUNOFF(CFS) = 4.91 TOTAL AREA(ACRES) = 6.75 TOTAL RUNOFF(CFS) = 5.87 TC(MIN) = 13.24 **************************************************************************** FLOW PROCESS FROM NODE 5086.30 TO NODE 5086.33 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM{FEET) = 220.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.87 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 14.33 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.33 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.33 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.) = 14.33 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 6.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.87 **************************************************************************** FLOW PROCESS FROM NODE 5086.31 TO NODE 5086.32 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.55(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 280.00 ELEVATION DIFFERENCE = 125.00 NATURAL WATERSHED TIME OF CONCENTRATION = 10.55 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.197 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 5086.32 TO NODE 5085.33 IS CODE = Sl »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 673.20 CHANNEL SLOPE = 0.0891 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.99 FLOW VELOCITY(FEET/SEC.) = 2.33 FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 15.38 LONGEST FLOWPATH FROM NODE 5086.31 TO NODE 5086.33 = 873.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.33 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.723 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 8.49 SUBAREA RUNOFF(CFS) = 6.58 TOTAL AREA(ACRES) = 9.49 TOTAL RUNOFF(CFS) = 7.57 TC(MIN) = 15.3 8 **************************************************************************** FLOW PROCESS FROM NODE 5085.33 TO NODE 5086.33 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.) = 15.38 RAINFALL INTENSITY(INCH/HR) = 1.72 TOTAL STREAM AREA(ACRES) = 9.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.87 14.33 1.804 5.75 2 7.57 15.38 1.723 9.49 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 13.10 14-33 1-804 2 13.18 15.38 1.723 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 13.18 Tc(MIN.) = 15.38 TOTAL AREA(ACRES) = 16.24 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5085.33 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.33 TO NODE 5086.40 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA; UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 219.50 FLOW LENGTH{FEET) = 28.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.18 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.43 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.40 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.40 TO NODE 5085.40 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.) = 15.43 RAINFALL INTENSITY(INCH/HR) = 1.72 TOTAL STREAM AREA(ACRES) = 16.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.18 **************************************************************************** FLOW PROCESS FROM NODE 5086.41 TO NODE 5085.42 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 = 200.00 UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 237.50 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.997 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.921 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 5086.42 TO NODE 5086.40 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 237.50 DOWNSTREAM(FEET) = 219.50 FLOW LENGTH(FEET) = 466.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 14.52 LONGEST FLOWPATH FROM NODE 5086.41 TO NODE 5086.40 = 666.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.40 TO NODE 5086.40 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-) = 14.52 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.18 15.43 1.719 15.24 2 0.64 14.52 1.788 0.51 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 13.32 14.52 1.788 2 13.80 15.43 1.719 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.80 Tc(MIN.) = 15.43 TOTAL AREA(ACRES) = 16.85 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.40 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.40 TO NODE 5086.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 219.50 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 12.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.80 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 15.88 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.50 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.50 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.) = 15.88 RAINFALL INTENSITY(INCH/HR) = 1.59 TOTAL STREAM AREA(ACRES) = 15.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.80 **************************************************************************** FLOW PROCESS FROM NODE 5086.51 TO NODE 5086.52 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 = 153.00 UPSTREAM ELEVATION = 241.00 DOWNSTREAM ELEVATION = 239-50 ELEVATION DIFFERENCE = 1-50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.327 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.988 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 5086.52 TO NODE 5086.53 IS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>»( STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 239.50 DOWNSTREAM ELEVATION(FEET) = 206.60 STREET LENGTH(FEET) = 744.00 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) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 15.82 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.692 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.CS- CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) = 4.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.13 FLOW VELOCITY(FEET/SEC-) = 4.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 5086.51 TO NODE 5085.53 = 897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.53 TO NODE 5086.50 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 206.50 DOWNSTREAM(FEET) = 205.40 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 15.85 LONGEST FLOWPATH FROM NODE 5085.51 TO NODE 5086.50 = 908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.50 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 CONCENTfU^TION(MIN,) = 15.85 RAINFALL INTENSITY(INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13-80 15-88 1.688 16.85 2 4.57 15.85 ' 1.690 4.98 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 18.46 15.85 1.690 2 18.47 15.88 1.588 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.47 Tc(MIN.) = 15.88 TOTAL AREA(ACRES) = 21.83 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.50 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.50 TO NODE 5086.60 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 206.40 DOWNSTREAM(FEET) = 200.00 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.47 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 16.05 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5085.50 = 1769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.50 TO NODE 5086.60 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.) = 16.05 RAINFALL INTENSITY(INCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 21.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.47 **************************************************************************** FLOW PROCESS FROM NODE 5086.61 TO NODE 5086.62 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 = 153.00 UPSTREAM ELEVATION = 230.90 DOWNSTREAM ELEVATION = 229.40 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.327 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.988 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 5086.62 TO NODE 5086.63 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 229.40 DOWNSTREAM ELEVATION(FEET) = 200.20 STREET LENGTH(FEET) = 614.00 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) = 0.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43 AVERAGE FLOW VELOCITY(FEET/SEC) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.34 Tc(MIN.) = 15.66 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.7 03 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 1.72 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.2 6 FLOW VELOCITY(FEET/SEC) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 5086.51 TO NODE 5085.53 = 767.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.53 TO NODE 5086.60 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 200.20 DOWNSTREAM(FEET) = 200.00 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.69 LONGEST FLOWPATH FROM NODE 5086.61 TO NODE 5086.60 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.50 TO NODE 5086.60 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.69 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 5086.64 TO NODE 5085.65 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 = 196.00 UPSTREAM ELEVATION = 212.60 DOWNSTREAM ELEVATION = 210.90 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.533 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.787 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 5086.65 TO NODE 5086.66 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>( STREET TABLE SECTION # 1 USED)<<«< UPSTREAM ELEVATION(FEET) = 210-90 DOWNSTREAM ELEVATION(FEET) = 200.40 STREET LENGTH(FEET) = 801.00 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) = 1.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW; STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.37 AVERAGE FLOW VELOCITY(FEET/SEC) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN-) = 6.65 Tc(MIN.) = 21.18 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.402 SINGLE FAMILY DEVELOPMEISTT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 3.3 6 PEAK FLOW RATE(CFS) = 2.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.42 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 5085.64 TO NODE 5086.66 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.66 TO NODE 5085.60 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 200.40 DOWNSTREAM(FEET) = 200.00 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 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.71 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 21.25 LONGEST FLOWPATH FROM NODE 5086.64 TO NODE 5086.60 = 1019.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5085.60 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.) = 21.25 RAINFALL INTENSITY(INCH/HR) = 1.40 TOTAL STREAM AREA(ACRES) = 3.3 6 PEAK FLOW KATEiCFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.47 16.05 1.676 21.83 2 1.72 15.69 1.701 1.80 3 2.71 21.25 1.399 3.36 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 22.14 15.69 1.701 2 22.42 16.05 1.676 3 19.53 21.25 1.399 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.42 Tc(MIN.) = 16.05 TOTAL AREA(ACRES) = 26.99 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5086.60 = 1769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5087.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 200.00 DOWNSTREAM(FEET) = 198.30 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 10.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.42 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 16.18 LONGEST FLOWPATH FROM NODE 5086.10 TO NODE 5087.00 = 1853.00 FEET. END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 26.99 TC(MIN.) = 16.18 PEAK FLOW RATE(CFS) = 22.42 END OF RATIONAL METHOD ANALYSIS