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HomeMy WebLinkAboutCT 02-15; BRESSI RANCH PA 1-5; DRAINAGE REPORT; 2004-09-01DRAINAGE REPORT FOR BRESSI RANCH PA'S 1-5 INDUSTRIAL AREA PROJECT, CT 02 -15 CARLSBAD, CALIFORNIA SEPTEMBER 2004 RECEIVED Prepared For: SARES REGIS 18802 Bardeen Avenue Irvine, CA 92612-1521 OC! 1 ^ ' ENGINEERING DIEPARTWQNT Prepared By: PROJECTDESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, CA 92101 Project No. 2737.00 Prepared by: Richard Issac Under the supervision of: /. Wes Gary'W. Wesch, PE RCE 27376 Registration Expires 03/31/05 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY 3 2.1 Mass Grading Hydrology 4 2.2 Ultimate Condition Hydrology 4 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 4 3.1 Hydrology Criteria 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, METHODOLOGY, AND RESULTS 8 5.1 Hydraulic Criteria and Methodology 8 5.2 Explanation of AES Pipeflow Model 8 5.3 Hydraulic Analysis Results 9 5.4 Temporary Desilting Basin Analysis 10 5.5 Explanation of Rowmaster Model 11 5.6 Curb Inlet Analysis 11 6.0 CONCLUSION H FIGURES 1.0 Vicinity Map 2 TABLES 1.0 Hydrology Criteria 5 APPENDICES 1.0 1 OO-year: 6-hr. Isopluvials Map 2.0 Ultimate Condition Rational Method Computer Output ii T:\Water Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC 3.0 Backbone Storm Drain Improvements Hydrauhc Capacity Calculations 4.0 Desilting Basin Calculations 5.0 Desilting Basin Spillway and Freeboard Calculations 6.0 Ultimate Condition Hydraulic Computer Output EXHIBITS A Ultimate Condition Hydrology Map B Ultimate Condition Pipeflow Node No. Map Ul TAWater Resources^2737-Bressi In&M Sub. Sep,04\Report\2438DR.DOC 1.0 INTRODUCTION This drainage report supports the final engineering design of the proposed storm drain improvements associated with Bressi Ranch Industrial Site (Project). The overall Bressi Ranch development is located in the City of Carlsbad (City) and is bounded by: 1) Palomar Airport Road to the north, 2) Melrose Drive to the east, 3) El Camino Real to the west, and 4) Poinsettia Drive to the south. Within the Bressi Ranch development, the Project is bounded by: 1) Palomar Airport Road to the north, 2) El Camino Real to the west, 3) Melrose Drive to the east, and 4) Residential Planning Areas (PA's) 6, 14, 15, Open Space Areas (OS) 1 & 3 to the south. Refer to Figure 1: Vicinity Map, for the project location. In general, the Project is part of the Bressi Ranch master planned development consisting of 15 mixed-use Planning Areas (PAs). The existing and proposed Project drainage pattems generally traverse the site southwesterly toward the intersection of Gateway Road and Alicante Road and the intersection of El Camino Real and Town Garden Road. From a constmction standpoint, the industrial site will have been mass graded in preparation for the Project precise grading and construction of the storm drain improvements. The backbone storm drain improvement plans will be revised to reflect the Project connections. See Exhibit A: Ultimate Condition Hydrology Map. The drainage analyses presented herein reflect a final engineering level-of-effort, which include: 1) 100-year storm event hydrologic analyses using pad grades, street grades, and pipe invert elevations for pipe flow routing, 2) hydrauhc pipeflow calculations to determine onsite storm dram sizes and hydrauhc grade hnes (HGLs), 3) temporary desilting basing sizing and 4) desilting basin riser and outflow pipe sizing. Therefore, the purpose of this report submittal is to acquire from the City: 1) approval ofthe proposed storm drain layout, 2) approval ofthe T:\Water Resources\2737-Bressi Ind\3rd Sub. Sep,04\Report\2438DR.DOC UJ U O o Q. MELROSE DRIVE POINSETTIA LANE Figure 1: Vicinity Map T:\Water Resources\2737-Bressi IndV3rd Sub. Sep,04\Report\2438DR.DOC Methodology used in the evaluation ofthe Project storm drain system hydrology and hydraulics, and 3) identification of critical path drainage issues that need to be addressed. The Project will meet State NPDES construction and municipal stormwater permit requirements. The constmction phase BMPs associated with the Project wiD be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project are currently being developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. The fmal post-construction BMP design wiD be provided during final engineering for each industrial lot. 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND TM ULTIMATE CONDITION HYDROLOGY From a regional drainage perspective, the Industrial site storm drains convey Project storm runoff to the backbone storm drain improvements within El Fuerte Street, Alicante Road, Gateway Road, and El Camino Real that will be constmcted with the overall Bressi Ranch mass grading and backbone improvements, prior to the start of the Industrial site constmction. The project runoff is tributary to the detention basin located along Alicante Road south of Town Garden Road. Since the project runoff is tributary to the backbone storm drain system and is tributary to a detention basin, the hydrology analysis in this report focuses on the Project impacts on the backbone storm drain system. As previously mentioned, the overall Bressi Ranch mass grading and backbone drainage improvements wiD be completed prior to the start of Project construction. Note that the mass grading hydrology accounted for the Project storm runoff in the design of the backbone drainage system. However, the Project hydrology in this report supersedes the hydrology used to design the backbone storm drain improvements, since the Project site layout has been revised. TAWater Resources\2737-Bressi Ind\3rd Sub. Sep,04\Report\2438DR.DOC The following sections address the mass grading and ultimate condition hydrology. 2.1 Mass Grading Hydrology The Project will be mass graded as part of the overaU Bressi Ranch project (City Project No. CT 00-06). The drainage for the mass graded condition is addressed in the approved PDC "Drainage Report for Bressi Ranch Mass Grading," dated January 2003. The Mass Grading report provides: 1) mass graded condition lOO-year storm flows, and 2) ulthnate condition lOO-year storm flows within the Industrial site. The mass graded condition, which is assumed to be the existing condition for this Project, consists of mass graded pads tributary to a desilting basin located northeast of the intersection of Village Green Drive and Town Garden Road. The following section provides a discussion of the ultimate condition hydrology. 2.2 Ultimate Conditions Hydrology The Project hydrology analysis, included herein, supersedes the ultimate condition hydrology calculations contained in the mass grading report, since the Project hydrology reflects the current site layout, and roadway and storm drain alignments. Specifically, the mass grading ultimate conditions hydrology was based on the October 2002 concept layout of the Project storm drain system. See Exhibit A for the Project hydrology map. 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 3.1 Hydrology Criteria This section of the report summarizes the drainage criteria that were used in the hydrologic analysis and key elements of the methodology. Also included is a description of the computer model used in the computations. T:\Water Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC Table 1: Hydrology Criteria Design Storm: 1 OO-year, 6-hour storm. Land Use: Commercial, and roadway Runoff Coefficients: Based on criteria presented in the County of San Diego Hydrology Manual. C=0.90 for commercial, and C=0.95 for roadway. Hydrologic Soil Group: Soil Group 'D' per the County Soil Group Map. Intensity and Time of Concentration: Based on criteria presented in "Standards for Design and Construction of Pubhc Works Improvements in the City of Carlsbad," Drainage - Design Criteria section, dated 4-20-93 and the County of San Diego Hydrology Manual. See Appendix 1 for the County Isopluvials. Minimum Tc = 6 min used per County of San Diego Hydrology Manual and AES Rational Method Program. 3.2 Hydrology Methodology The hydrology methodology for the Project is straightforward. The Modified Rational Method was used to determine the lOO-year storm flows for the design of the storm drain improvements. The goal of the Project hydrology analysis was to: • Determine more detailed design storm flows for the sizing of the intemal site storm drain system, storm drain laterals, and temporary desilting basin outflow pipes that connect to the backbone storm drain improvements. From an analytical perspective, the Project hydrology was prepared using street grades and invert elevations for the storm drain slopes and the actual storm drain system layout, in contrast to the mass grading report hydrology, which was determined using the October 2002 site storm drain system layout. • Verify that the Project does not adversely impact the backbone storm drain improvements. A comparative analysis was performed between the backbone improvements design runoff T:\Water Resources\2737-Bressi Ind\3rd Sub. Sep,04\Report\2438DR.DOC and Project hydrology runoff at key locations within the backbone storm drain system to determine Project unpacts. See Exhibit A for the results of the analysis. The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. The following section provides a brief explanation of the computational procedure used in the computer model. See Appendix 2 for the Project hydrology Rational Method computer output and Exhibit A for the Project hydrology map. 3.3 Explanation of AES Rational Method Software The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model. The AES Rational Method was used to determine the 1 OO-year storm flows for the Project. The AES Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. The program has the capability of estimating conduit sizes to convey design storm flows, or the user may input specific conduit sizes and open channels. Soil types used in the model are based on hydrologic soil groups as outlined in the Conservation Service's Soil Survey for San Diego County. The rainfall intensity distribution and runoff coefficients utilized by the program can be user-specified to be based on the County of San Diego. Developing independent node link models for each interior watershed and hnking these sub- models together at confluence points creates the node hnk model. The program allows up to five streams to confluence at a node. Stream entries must be made sequentially until all are entered. The program allows consideration of only one confluence at a time. The program has the capability of performing calculations for 17 hydrologic and hydrauhc processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as foUows: TAWater Resources\2737-Bressi Ind\3rd Sub. Sep,04\Report\2438DR.DOC CODE 0: ENTER Comment CODE 1: CONFLUENCE analysis at node CODE 2: INITIAL subarea analysis CODE 3: PIPE/BOX travel time (COMPUTER estimated pipe/box size) CODE 4: PIPE/BOX travel time (USER specified pipe/box size) CODE 5: OPEN CHANNEL travel time CODE 6: STREETFLOW analysis through subarea, includes subarea runoff CODE 7: USER-SPECIFIED hydrology data at a node CODE 8: ADDITION of subarea runoff to MAIN-Stream CODE 9: V-GUTTER flow through subarea CODE 10: COPY MAIN-stream data onto memory BANK CODE 11: CONFLUENCE a memory BANK with the Mainstream memory CODE 12: CLEAR a memory BANK CODE 13: CLEAR the MAIN-stream CODE 14: COPY a memory BANK onto the Main-stream memory CODE 15: HYDROLOGIC data BANK storage functions CODE 16: USER-SPECMED Source Flow at a node 4.0 HYDROLOGY ANALYSIS RESULTS In general, the Project hydrology results presented herein were used to determine: 1) Project storm drainpipe sizes within the Industrial site, and 2) verify that the project does not adversely impact the backbone storm drain system. Exhibit A indicates that the project causes a sUght locaUzed increase in backbone storm drain system mnoff. However, the increase wiU have no effect on the backbone system since there is adequate capacity in the backbone system for the increase. The locaUzed increases in the 100- 7 T:\Water Resources\2737-Bressi Ind\3rd Sub. Sep,04\Report\2438DR.DOC year storm flows within the backbone storm drain system are due to the latest site layout and increased number of connections to the backbone storm drain. See Appendix 2 for the Project Rational Method output and Exhibit A for the ultimate conditions Project hydrology map. 5.0 HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS The foUowing sections discuss the criteria and methodology employed in the hydrauUc design of the storm drainage systems. Also included is a brief description of the computer software used in the analyses. 5.1 Hydraulic Criteria and Methodology The hydrauhc criteria for the design of the storm drain improvements is straightforward. The storm drains were designed for the 1 OO-year storm event and open channel flow hydrauhc conditions using Manning's equation. From a computer software perspective, the AES Rational Method Computer model, which uses Manning's equation for normal depth hydrauUc calculations, was used to determine storm drain sizes and to analyze the onsite gutter flow. AES Pipeflow software was used to compute the pipe flow capacities and HGL of the existing storm drain systems. 5.2 Explanation of AES Pipeflow Model The AES computational procedure is based on solving BemouUi'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 hydrauUc principles to calculate data such as cross sectional area, velocity, wetted perimeter, normal depth, critical depth, and pressure and momentum. Model input basicaUy includes storm drainpipe faciUty geometry, inverts, lengths, confluence angles, and downstream/upstream boundary conditions, i.e., initial water surface 8 TAWater Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC elevations. The program has the capabiUty of performing calculations for 8 hydrauUc loss processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as foUows: CODE 0: ENTER Comment CODEl: FRICTION Losses CODE 2: MANHOLE Losses CODES: PIPE BEND Losses CODE 4: SUDDEN Pipe Enlargement CODES: JUNCTION Losses CODE 6: ANGLE-POINT Losses CODE 7: SUDDEN Pipe Reduction CODE 8: CATCH BASIN Entrance Losses CODE 9: TRANSITION Losses 5.3 Hydraulic Analysis Results The storm drain unprovements for the Project generaUy consist of a series of storm drains and inlets that convey Project runoff offsite to the backbone storm drain system in El Fuerte Street, Gateway Road, AUcante Road and El Camino Real. The Project storm runoff wiU be accommodated in the backbone storm drain system, as shown in Exhibit A which provides a comparison of the proposed Project runoff versus the backbone storm drain system capacity. Special attention was paid to the existing City storm drain system at Palomar Airport Road and El Camino Real. The existing conditions flow at this point is 72.2 cfs (see PDC "Drainage Report for Bressi Ranch Mass Grading," dated January 2003) and the proposed conditions flow is 69.9 cfs. There is no adverse unpact at this location. See Appendix 2 for hydrauUc calculations and 9 TAWater Resources\2737-Bressi Ind\3rd Sub. Sep,04VReportV2438DR.DOC Appendix 3 for the hydrauUc capacity calculations of the backbone storm drain system. There is however an impact on the HGL's of the system. The HGL's of the backbone system have been increased due to the increase in the number of connections to accommodate the increase in temporary desilting basins. These additional junction structures each add additional losses to the system and in tum raised the HGL. The higher HGL's have introduced an increase in the amount of pressure pipe in the backbone system. 5.4 Temporary Desilting Basin Analysis The temporary desilting basins were designed based on the City of Carlsbad Standard Drawing DS-3, which provides basic basin geometry and a sediment capacity table. The required basin capacity was determined using the DS-3 capacity table based on the tributary acreage and slope. The foUowing is a summary of the desilting basin design criteria and methodology: • The riser pipes were designed to pass the 100-year mass graded condition flow with 1 foot of head or less. • The outlet pipes were designed to pass the 1 OO-year ultimate condition flow, since these pipes may be used in the future for the onsite industrial area storm drainpipe systems. • The emergency spiUways were designed to pass the 1 OO-year ultimate condition flow with 1 foot of head or less. • The basins were sized using the entire tributary area, including open space, which provides a conservative estunate of sediment volume. The project contains 41 parcels, with 1 detention basin and 40 desilting basins. This produces 40 varying size basm designs. See Appendix 5, Summary Table 1 for basin designs. To reduce the number of different designs and standardize the sizes of the basins the project was sorted by flow and divided into 4 groups. The largest basin in each group was then used for aU 10 TAWater Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC basins in that group. Some basins dimensions were also rounded up and depths set at 5 feet. See Appendix 5, Summary Table 2 for basin designs. SpiUway sizes were calculated for the largest flow in each group. The calculated widths were 4, 5, 7 and 12 feet. The minimum spiUway width per The City of Carlsbad Standard Drawing DS-3 is 6 feet. Therefore aU spiUways are 12-foot widths. 5.5 Explanation of Flowmaster Model The FLOWMASTER model computes flows, water velocities, depths and pressures based on several weU-known formulas such as Darcy-Weisbach, Manning's, Kutter's, and Hazen-WilUams. 5.6 Curb Inlet Analysis Curb inlets were sized in the mass graded design and are based on the 1 OO-year ultimate condition storm flows with minimal by-pass. The inlets were sized assuming that the future industrial areas will provide self-contained storm drainpipe systems, i.e., will not discharge directly to the street. 6.0 CONCLUSION This drainage report supports the final engineering design of the proposed storm drain improvements associated with Bressi Ranch Industrial Site (Project). From a construction standpoint, the Industrial site wiU have been mass graded in preparation for the Project precise grading and construction of the storm drain improvements. The drainage analyses presented herein reflect a final engineering level-of-effort, which includes: 1) 1 OO-year storm event hydrologic analyses using street grades and invert elevations for pipe flow routing, 2) hydrauUc calculations to determine onsite drainpipe sizes and to determine the hydrauUc grade Unes (HGL). Therefore, the purpose ofthis report submittal is to acquire from the City: 1) approval ofthe proposed storm drain layout, 2) approval ofthe methodology used in 11 TAWater Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC the evaluation of the Project storm drain system hydrology and hydraulics, and 3) identification of critical path drainage issues that need to be addressed. The project causes locaUzed increases in the 1 OO-year storm flows and increased HGL's within the backbone storm drain system. The locaUzed increases in the storm runoff can be accommodated in the backbone storm drain system with no adverse unpacts to the downstream backbone based on a comparison of the proposed Project runoff versus the backbone storm drain system capacity. The Project wiU meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project wiU be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-constmction BMPs for the Project are currently being developed in conjunction with the overaU Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. Thefinal post-construction BMP design will be provided. 12 TAWater Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\2438DR.DOC APPENDIX 1 100-YEAR: 6-hr ISOPLUVIAL MAPS TAWater Resources\2737-Bressi Iiidustrial\2nd Submittal\Report\Appendix.DOC ^1 ff. APPENDIX 2 ULTIMATE CONDITION RATIONAL METHOD COMPUTER OUTPUT TAWater Resources\2737-Bressi lndustrial\2nd Submittal\Report\Appendix.DOC RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 22 6 8-BRESSI RANCH INDUSTRIAL * * DEVELOPED CONDITIONS - NO DETENTION AT 110 * * 100-YEAR STORM EVENT * *********************************************** + ********•****************** FILE NAME: SYS10090.DAT TIME/DATE OF STUDY: 11:00 08/17/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19 8 5 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 25.0 21.0 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 =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 444.00 DOWNSTREAM ELEVATION(FEET) = 442.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 442.00 DOWNSTREAM(FEET) = 430.00 FLOW LENGTH(FEET) = 1100.00 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.) = 3.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.59 PIPE TRAVEL TIME(MIN.) = 5.87 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.22 4 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 37.14 TOTAL AREA(ACRES) = 9.87 TOTAL RUNOFF(CFS) = 3 7.73 TC(MIN.) = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 110.00 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) = 416.90 DOWNSTREAM(FEET) = 410.00 FLOW LENGTH(FEET) = 424.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 2 0.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.73 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1624.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 12.52 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.73 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9 000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 426.00 DOWNSTREAM ELEVATION(FEET) = 424.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 121.00 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) = 424.00 DOWNSTREAM(FEET) = 419.00 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 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 125.00 = 550.00 FEET. f*************************************** ********************************* 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) = 5.472 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.31 SUBAREA RUNOFF(CFS) = 11.3 8 TOTAL AREA(ACRES) = 2.51 TOTAL RUNOFF(CFS) = 12.56 TC(MIN.) = 7.95 ************** ************************************************************** FLOW PROCESS FROM NODE 125.00 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) = 412.50 DOWNSTREAM(FEET) = 410.00 FLOW LENGTH(FEET) = 47.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.99 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.56 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 12 0.00 TO NODE 115.00 = 597.20 FEET. **************************************************************************** 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 = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 5.44 TOTAL STREAM AREA(ACRES) = 2.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.73 12.52 4.081 9.87 2 12.56 8.01 5.445 2.51 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 40.83 8.01 5.445 2 47.14 12.52 4.081 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.14 Tc(MIN.) = 12.52 TOTAL AREA(ACRES) = 12.3 8 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1624.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 13 0.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 410.00 DOWNSTREAM(FEET) = 409.70 FLOW LENGTH(FEET) = 2 8.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.61 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.14 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1652.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 12.57 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 12.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.14 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 429.00 DOWNSTREAM ELEVATION(FEET) = 427.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 140.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 427.00 DOWNSTREAM(FEET) = 422.00 FLOW LENGTH(FEET) = 3 50.00 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.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 13 5.00 TO NODE 140.00 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.73 6 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 6.97 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 8.15 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 130.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 415.50 DOWNSTREAM(FEET) = 409.70 FLOW LENGTH(FEET) = 391.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW<CFS) = 8.15 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 8.29 LONGEST FLOWPATH FROM NODE 13 5.00 TO NODE 130.00 = 841.50 FEET. j,j,j,i,************************************************************************ FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 8.29 RAINFALL INTENSITY(INCH/HR) = 5.32 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 47.14 12.57 4.071 12.38 2 8.15 8.29 5.323 1.55 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 44.20 8.29 5.323 2 53.37 12.57 4.071 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.37 Tc(MIN.) = 12.57 TOTAL AREA(ACRES) = 13.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1652-90 FEET. ****************** .j,^^^.^* + .^^.^.^.^Vt********************************************* FLOW PROCESS FROM NODE 130.00 TO NODE 145.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 409.70 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 275.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 9.0 INCH PIPE IS 2 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.15 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.37 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 1928.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 13.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.37 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 43 4.00 DOWNSTREAM ELEVATION(FEET) = 433.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 155.00 TO NODE 160.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< >>»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 433.00 DOWNSTREAM ELEVATION(FEET) = 420.00 STREET LENGTH(FEET) = 1190.00 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 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 3 HALFSTREET FLOOD WIDTH(FEET) = 10.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 9.63 Tc(MIN.) = 15.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.538 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 4.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 8 HALFSTREET FLOOD WIDTH(FEET) = 12.92 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 15 0.00 TO NODE 160.00= 1290.00 FEET. ***.************************************************************************* FLOW PROCESS FROM NODE 160.00 TO NODE 145.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 40 8.50 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 43.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.0 00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.15 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 145.00 = 1333.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 15.76 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 170.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 43 4.00 DOWNSTREAM ELEVATION(FEET) = 433.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 170.00 TO NODE 175.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<«< >»>> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 433.00 DOWNSTREAM ELEVATION(FEET) = 420.00 STREET LENGTH(FEET) = 1180.00 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 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) = 2.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF" DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 9.64 Tc(MIN.) = 15.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.536 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.9 6 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 3.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.51 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 175.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 145.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 4 08.10 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 5.30 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.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.85 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.65 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 145.00 = 1285.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 15.65 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.8 5 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.37 13.13 3.957 13.93 2 4.15 15.76 3.519 1.15 3 3.85 15.65 3.534 1.06 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 60.50 13.13 3.957 2 55.65 15.65 3.534 3 55.45 15.76 3.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.50 Tc(MIN.) = 13.13 TOTAL AREA(ACRES) = 16.14 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 1928.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 180.00 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) = 407.90 FLOW LENGTH (FEET) = 12.60 MA^INING'S N = 0.013 DEPTH OF FLOW IN 3 9.0 INCH PIPE IS 2 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.50 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1941.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 13.16 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 16.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6 0.50 **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 42 0.00 DOWNSTREAM ELEVATION(FEET) = 418.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 190.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 413.00 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 190.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.602 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 7.16 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 8.3 4 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 190.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.34 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 8.65 LONGEST FLOWPATH FROM NODE 18 5.00 TO NODE 190.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 180.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 408.50 DOWNSTREAM(FEET) = 407.90 FLOW LENGTH(FEET) = 53.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.34 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.79 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 180.00 = 953.80 FEET. *j,************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) = 8.79 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.50 13.16 3.953 16.14 2 8.34 8.79 5.128 1.62 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 54.97 8.79 5.128 2 66.93 13.16 3.953 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6 6.93 Tc(MIN.) = 13.16 TOTAL AREA(ACRES) = 17.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1941.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 195.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 407.90 DOWNSTREAM(FEET) = 407.30 FLOW LENGTH(FEET) = 64.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 9.0 INCH PIPE IS 2 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.93 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.2 6 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 195.00 = 2005.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 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.) = 13.26 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 17.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6 6.93 **************************************************************************** FLOW PROCESS FROM NODE 2 00.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 422.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) =1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 ******************************************** * * ****************************** FLOW PROCESS FROM NODE 201.00 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) = 42 0.00 DOWNSTREAM(FEET) = 415.00 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 205.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.6 02 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 8.32 TOTAL AREA(ACRES) = 1.85 TOTAL RUNOFF(CFS) = 9.50 TC(MIN.) = 7.6 6 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 195.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 408.50 DOWNSTREAM(FEET) = 407.30 FLOW LENGTH(FEET) = 312.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.50 PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 195.00 = 812.60 FEET. ,(.*************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 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.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) =1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 66.93 13.26 3.932 17.76 2 9.50 8.82 5.116 1.85 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 60.94 8.82 5.116 2 74.23 13.26 3.932 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.23 Tc(MIN.) = 13.26 TOTAL AREA(ACRES) = 19.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 195.00 = 2005.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 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) = 407.30 DOWNSTREAM(FEET) = 398.90 FLOW LENGTH(FEET) = 373.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.51 ESTIMATED PIPE DITiMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.23 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 2378.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 10 >>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«<< > **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 416.00 DOWNSTREAM ELEVATION(FEET) = 414.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 220.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 4 03.20 DOWNSTREAM(FEET) = 401.00 FLOW LENGTH(FEET) = 144.20 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.) = 4.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.56 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 220.00 = 244.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.194 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 1.69 TOTAL RUNOFF(CFS) = 9.49 TC(MIN.) = 6.5 6 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 4 03.20 DOWNSTREAM(FEET) = 401.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.49 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 7.16 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 225.00 = 474.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.16 RAINFALL INTENSITY(INCH/HR) = 5.8 5 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.49 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 412.50 DOWNSTREAM ELEVATION(FEET) = 410.00 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.653 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 235.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 410.00 DOWNSTREAM(FEET) = 407.00 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 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 23 0.00 TO NODE 235.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 235.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.454 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 6.04 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 7.22 TC(MIN.) = 7.99 **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 225.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 401.30 DOWNSTREAM(FEET) = 401.00 FLOW LENGTH(FEET) = 33.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.22 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 23 0.00 TO NODE 225.00 = 533.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 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.) = 8.08 RAINFALL INTENSITY(INCH/HR) = 5.41 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.49 7.16 5.852 1.69 2 7.22 8.08 5.412 1.43 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 16.16 7.16 5.852 2 15.99 8.08 5.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.16 Tc(MIN.) = 7.16 TOTAL AREA(ACRES) = 3.12 LONGEST FLOWPATH FROM NODE 23 0.00 TO NODE 225.00 = 533.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 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) = 401.00 DOWNSTREAM(FEET) = 398.90 FLOW LENGTH(FEET) = 35.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.16 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.20 LONGEST FLOWPATH FROM NODE 23 0.00 TO NODE 210.00 = 568.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 >CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<_ 'IZu ^"r""" ""x^^ENSITY AKHA IZIZ TPS) (ML) (INCH/HOUR) (ACRE,^ LONGEST FL0WP1T"FR0M NODE 230 . 00 TO NODE 210 . 00 568.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA STRS RUNOFF TC INTENSITY (CFS) (MIN.) 74.23 13.69 NUMBER 1 LONGEST FLOWPATH FROM NODE AREA (INCH/HOUR) (ACRE) 3.852 19-61 100.00 TO NODE 210.00 2378.90 FEET. PEAK FLOW RATE TABLE STREAM NUMBER 1 2 RUNOFF (CFS) 65.21 84.91 Tc (MIN.) 7.20 13 . 69 INTENSITY (INCH/HOUR) 5.830 3 .852 13.69 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 84.91 Tc(MIN.) = TOTAL AREA(ACRES) = 22.73 ••••*•* ;::*;;*™*rT**** FLOW PROCESS FROH NODE 210.00 TO NODE 240 . 00 IS ™E_ ___3 ========= ===== '^''/.^^^ir.-^w'V^ - 398 90 DOWNSTREAM (FEET) = 392.00 T^T FVATION DATA: UPSTREAM (FEET) - ^va.y^ ^ SrS^3™.FFET, = ^--0^„—.=/™CH^s"" DEPTH OF FLOW IN 33.0 INCH PlPt, ±b PIPE-FLOW VELOCITY (FEET/SEC.) = 16.59 ^^g^R OF PIPES = 1 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBEROF PIPE-FLOW(CFS) = 84.91 Zl/^^oZZTo/.I.. °-'loo.00^0.0.. 240.00. 25.S.S0FEE.. FLOW PROCESS FROM NODE 240 . 00_TO_NODE____240 . 00 ^IS COOT ";;;;;iEsiGNATriHDE™D^i]s^^^ ^lEiiSiSrF» UEPENDEN. S.RE^ 1 TIME OF CONCENTRATION(MIN.) = 13-91 RAINFALL INTENSITY(INCH/HR) = 3 81 FLOW PROCESS FROM NODE 245.00 TO NODt, :r>>>RlTIONArMETHOD INITIAL SUBAREA ANALYSIS<<<<<^ *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 410.00 DOWNSTREAM ELEVATION(FEET) = 40 8.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1-18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 246.00 TO NODE 250.00 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) = 404.00 FLOW LENGTH(FEET) = 650.00 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.) = 3.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 9.48 LONGEST FLOWPATH FROM NODE 2 45.00 TO NODE 250.00 = 750.00 FEET. *********** ***************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.885 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 15.78 TOTAL AREA(ACRES) = 3.79 TOTAL RUNOFF(CFS) = 16.96 TC(MIN.) = 9.48 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 240.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ""ELEVATION DATA: UPSTREAM(FEET) = 392.70 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 64.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.96 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.62 LONGEST FLOWPATH FROM NODE 2 45.00 TO NODE 240.00 = 814.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 9.62 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.96 **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): ' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.988 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 240.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA:' UPSTREAM(FEET) = 392.50 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 43.3 0 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.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.87 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.14 LONGEST FLOWPATH FROM NODE 2 55.00 TO NODE 240.00 = 588.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 6.14 RAINFALL INTENSITY(INCH/HR) = 6.46 TOTAL STREAM AREA(ACRES) = 0.4 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 84.91 13.91 3.813 22.73 2 16.96 9.62 4.838 3.79 3 2.87 6.14 6.459 0.46 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 65.70 6.14 6.459 2 86.03 9.62 4.838 3 99.97 13.91 3.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 99.97 Tc(MIN.) = 13.91 TOTAL AREA(ACRES) = 2 6.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 240.00 = 2595.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 265.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 391.70 FLOW LENGTH(FEET) = 11.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.40 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.97 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 265.00 = 2607.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 265.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.92 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 2 6.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.97 **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 275.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 783.00 UPSTREAM ELEVATION(FEET) = 416.00 DOWNSTREAM ELEVATION(FEET) = 405.00 ELEVATION DIFFERENCE(FEET) = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.74 6 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.081 SUBAREA RUNOFF(CFS) = 5.95 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 5.9 5 **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 265.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 391.80 DOWNSTREAM(FEET) = 391.70 FLOW LENGTH(FEET) = 5.90 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.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.95 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.76 LONGEST FLOWPATH FROM NODE 270.00 TO NODE 265.00 = 788.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 265.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.7 6 RAINFALL INTENSITY(INCH/HR) = 6.07 TOTAL STREAM AREA(ACRES) =1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 99.97 13.92 3.811 26.98 2 5.95 6.76 6.073 1.03 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 68.69 6.76 6.073 2 103.71 13.92 3.811 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103.71 Tc(MIN.) =13.92 TOTAL AREA(ACRES) = 2 8.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 265.00 = 2607.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2 65.00 TO NODE 280.00 IS CODE = 31 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 3 91.70 DOWNSTREAM(FEET) = 388.30 FLOW LENGTH(FEET) = 113.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.13 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.71 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 280.00 = 2721.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 285.00 TO NODE 286.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.813 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.2 5 **************************************************************************** FLOW PROCESS FROM NODE 286.00 TO NODE 290.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»( STREET TABLE SECTION # 1 USED) <«« UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 405.00 STREET LENGTH(FEET) = 3 49.00 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtTNOFF = 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) = 2.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 7.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.845 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.5 0 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 8 HALFSTREET FLOOD WIDTH(FEET) = 7.91 FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 2 85.00 TO NODE 290.00 = 549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 295.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 3 90.90 DOWNSTREAM(FEET) = 389.20 FLOW LENGTH(FEET) = 87.20 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. ) = 6.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.02 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 2 85.00 TO NODE 295.00 = 636.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 295.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.39 RAINFALL INTENSITY(INCH/HR) = 5.73 TOTAL STREAM AREA(ACRES) = 0.7 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02 **************************************************************************** FLOW PROCESS FROM NODE 3 00.00 TO NODE 301.00 IS CODE = 21 »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.813 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.2 5 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 305.00 IS CODE = 62 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STREET ThBhE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 44 0.00 DOWNSTREAM ELEVATION(FEET) = 4 05.00 STREET LENGTH(FEET) = 412.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 6.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 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 = 0.02 0 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 7.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.720 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 3.86 TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 5.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.14 FLOW VELOCITY(FEET/SEC.) = 5.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 295.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 3 90.20 DOWNSTREAM(FEET) = 389.20 FLOW LENGTH(FEET) = 50.20 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.) = 7.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.54 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 295.00 = 662.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 295.00 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.) = 7.54 RAINFALL INTENSITY(INCH/HR) = 5.66 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.02 7.39 5.733 0.70 2 5.10 7.54 5.662 0.91 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 9.06 7.39 5.733 2 9.08 7.54 5.662 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.08 Tc(MIN.) = 7.54 TOTAL AREA(ACRES) = 1.61 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 295.00 = 662.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 295.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< *********** ***************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2 00.00 UPSTREAM ELEVATION(FEET) = 414.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.818 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.2 5 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 315.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>> (STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 412.00 DOWNSTREAM ELEVATION(FEET) = 404.00 STREET LENGTH(FEET) = 62 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) = 0.02 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.9 4 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 4 HALFSTREET FLOOD WIDTH(FEET) = 10.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 4.51 Tc(MIN.) = 10.51 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.57 0 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) = 4.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 9 HALFSTREET FLOOD WIDTH(FEET) = 13.00 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 9 0.50 DOWNSTREAM(FEET) = 390.20 FLOW LENGTH(FEET) = 7.40 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.) = 9.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.59 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 827.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 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.) = 10.52 RAINFALL INTENSITY(INCH/HR) =4.57 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 326.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2 0 0.00 UPSTREAM ELEVATION(FEET) = 414.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.818 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.2 5 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1-25 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 330.00 IS CODE = 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»>> (STREET TABLE SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 412.00 DOWNSTREAM ELEVATION(FEET) = 404.00 STREET LENGTH(FEET) = 629.00 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 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) = 2.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 3 HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = 10.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.474 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 3.58, END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 6 HALFSTREET FLOOD WIDTH(FEET) = 11.77 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 3 2 5.00 TO NODE 330.00 = 829.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 320.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 91.10 DOWNSTREAM(FEET) = 3 9 0.20 FLOW LENGTH(FEET) = 43.30 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.) = 6.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.58 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 320.00 = 872.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 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.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 0.7 5 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.59 10.52 4.566 0.97 2 3.58 10.97 4.445 0.75 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 8.08 10.52 4.566 2 8.05 10.97 4.445 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.08 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 1.72 LONGEST FLOWPATH FROM NODE 32 5.00 TO NODE 320.00 = 872.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 295.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 9 0.20 DOWNSTREAM(FEET) = 389.20 FLOW LENGTH(FEET) = 52.30 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.) = 7.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.08 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.63 LONGEST FLOWPATH FROM NODE 3 2 5.00 TO NODE 295.00 = 924.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 295.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.08 10.63 4.536 1.72 LONGEST FLOWPATH FROM NODE 3 2 5.00 TO NODE 295.00 = 924.60 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.08 7.54 5.662 1-61 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 295.00 = 662.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.55 7.54 5.662 2 15.35 10.63 4.536 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.55 Tc(MIN.) = 7.54 TOTAL AREA(ACRES) = 3.3 3 **************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 280.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<« ELEVATION DATA: UPSTREAM{FEET) = 3 89.20 DOWNSTREAM(FEET) = 388.30 FLOW LENGTH(FEET) = 45.20 MAI^NING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.41 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.55 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 3 25.00 TO NODE 280.00 = 969.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 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 15.55 7.62 5.624 3.33 LONGEST FLOWPATH FROM NODE 32 5.00 TO NODE 280.00 = 969.80 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 103.71 14.03 3.792 28.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 280.00 = 2721.40 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 85.47 7.62 5.624 2 114.19 14.03 3.792 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = TOTAL AREA(.ZVCRES) = 114.19 31.34 Tc(MIN.) 14.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 31.34 114.19 TC(MIN. ) = 14.03 END OF RATIONAL METHOD ANALYSIS ,******************************** **************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 22 68-BRESSI RANCH INDUSTRIAL ' * DEVELOPED CONDITIONS ] * 100-YEAR STORM EVENT ************************************************************************** FILE NAME: SY500-90.DAT TIME/DATE OF STUDY: 10:19 05/26/2004 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)^ in)^^^ ~~1 "2670 21.0 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 =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«< « *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 428.00 DOWNSTREAM ELEVATION(FEET) = 425.00 ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.496 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 *************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 425.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 650.00 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.) = 4.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 5 00.00 TO NODE 510.00 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.198 * USER S PECIFIED{SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 16.79 TOTAL AREA(ACRES) = 3.79 TOTAL RUNOFF(CFS) = 17.97 TC(MIN.) = 8.61 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 407.20 DOWNSTREAM(FEET) = 404.40 FLOW LENGTH(FEET) = 405.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.97 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 9.64 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1155.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 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.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 4.83 TOTAL STREAM AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.97 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 421.00 DOWNSTREAM ELEVATION(FEET) = 419.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.30 ************* *************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 525.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< 'ELEVATION DATA: UPSTREAM(FEET) = 419.00 DOWNSTREAM(FEET) = 411.00 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 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-30 PIPE TRAVEL TIME(MIN-) = 2.10 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 52 0.00 TO NODE 525.00 = 650.00 FEET. *********************** ***************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.404 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 13.62 TOTAL AREA(ACRES) = 3.02 TOTAL RUNOFF(CFS) = 14.92 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 515.00 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) = 404.40 FLOW LENGTH(FEET) = 63.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.07 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.92 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 515.00 = 713.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 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.) = 8.25 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 3.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.97 9.64 4.832 3.79 2 14.92 8.25 5.341 3.02 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 31.18 8.25 5.341 2 31.47 9.64 4.832 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.47 Tc(MIN.) = 9.64 TOTAL AREA(ACRES) = 6.81 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1155.50 FEET. ****************************************** ********************************** FLOW PROCESS FROM NODE 515.00 TO NODE 530.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 404.40 DOWNSTREAM(FEET) = 392.50 FLOW LENGTH(FEET) = 290.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.47 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 530.00 = 1445.60 FEET. ********************************************** ****************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********* ******************************************************************* FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 430.00 DOWNSTREAM ELEVATION(FEET) = 428.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.3 6 ************************* *************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 428.00 DOWNSTREAM(FEET) = 410.00 FLOW LENGTH(FEET) = 1250.00 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.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.36 PIPE TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 53 5.00 TO NODE 545.00= 1350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.705 *USER SPECIFIED{SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 7.89 SUBAREA RUNOFF(CFS) = 33.41 TOTAL AREA(ACRES) = 8.29 TOTAL RUNOFF(CFS) = 35.77 TC(MIN.) = 10.04 **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 550.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 400.60 DOWNSTREAM{FEET) = 394.20 FLOW LENGTH(FEET) = 378.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.77 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 10.63 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 550.00 = 1728.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 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.) = 10.63 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 8.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 5.77 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 556.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 414.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 560.00 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) = 405.00 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 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 5 55.00 TO NODE 560.00 = 600.00 FEET. ************ **************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.3 59 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 2.14 TOTAL RUNOFF(CFS) = 10.47 TC(MIN.) = 8.21 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 550.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 94.70 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.47 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.33 LONGEST FLOWPATH FROM NODE 555.00 TO NODE 550.00 = 649.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 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.) = 8.33 RAINFALL INTENSITY(INCH/HR) = 5.31 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.77 10.63 4.534 8.29 2 10.47 8.33 5.308 2.14 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 41.03 8.33 5.308 2 44.72 10.63 4.534 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.72 Tc(MIN.) = 10.63 TOTAL AREA(ACRES) = 10.43 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 550.00 = 1728.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 530.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 394.20 DOWNSTREAM(FEET) = 392.50 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.94 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.72 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 530.00= 1796.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 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 44.72 10.72 4.510 10.43 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 530.00 = 1796.70 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.47 9.96 4.729 6.81 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 530.00 = 1445.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 74.12 9.96 4.729 2 74.74 10.72 4.510 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.74 Tc(MIN.) = 10.72 TOTAL AREA(ACRES) = 17.24 * * * * * *********************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 ««< *************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 565.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 392.50 DOWNSTREAM{FEET) = 384.50 FLOW LENGTH(FEET) = 222.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.34 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.74 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 565.00 = 2018.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 565.00 TO NODE 565.00 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.) = 10.94 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 17.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.74 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 414.00 DOWNSTREAM ELEVATION(FEET) = 411.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 575.00 TO NODE 580.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 411.50 DOWNSTREAM ELEVATION(FEET) = 395.00 STREET LENGTH(FEET) = 379.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 8.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.446 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA (ACRES) = 0.3^2 SUBAREA RUNOFF (CFS) = 1.66 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 2.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.34 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 57 0.00 TO NODE 580.00 = 479.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 565.00 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) = 384.50 FLOW LENGTH(FEET) = 48.00 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.) = 4.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.28 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 57 0.00 TO NODE 565.00 = 527.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 565.00 TO NODE 565.00 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.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 5.3 7 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 405.00 DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 590.00 TO NODE 595.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 402.50 DOWNSTREAM ELEVATION(FEET) = 395.00 STREET LENGTH(FEET) = 558.00 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 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) = 4.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 9.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.795 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 5.47 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 6.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.05 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 585.00 TO NODE 595.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 565.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 384.60 DOWNSTREAM(FEET) = 384.50 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 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.71 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 585.00 TO NODE 565.00 = 663.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 565.00 TO NODE 565.00 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.) = 9.7 6 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 74.74 10.94 4.453 17.24 2 2.28 8.18 5.370 0.42 3 6.71 9.76 4.792 1.40 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 70.25 8.18 5.370 2 78.21 9.76 4.792 3 82.86 10.94 4.453 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.86 Tc(MIN.) = 10.94 TOTAL AREA(ACRES) = 19.06 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 565.00= 2018.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 565.00 TO NODE 600.00 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) = 381.40 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.28 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.86 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 600.00 = 2097.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 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.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 4.43 TOTAL STREAM AREA(ACRES) = 19.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.86 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 397.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 610.00 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) = 390.00 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 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.18 PIPE TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 8.56 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 610.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.215 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 10.66 TOTAL AREA(ACRES) = 2.47 TOTAL RUNOFF(CFS) = 11.84 TC{MIN.) =8.56 **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 600.00 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) = 381.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.84 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 600.00 = 709.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 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.) = 8.70 RAINFALL INTENSITY(INCH/HR) = 5.16 TOTAL STREAM AREA(ACRES) = 2.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 82.86 11.01 4.435 19.06 2 11.84 8.70 5.160 2.47 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 83.06 8.70 5.160 2 93.04 11.01 4.435 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 93.04 Tc(MIN.) = 11.01 TOTAL AREA(ACRES) = 21.53 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 600.00 = 2097.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 615.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 381.40 DOWNSTREAM(FEET) = 378.20 FLOW LENGTH(FEET) = 316.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.06 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.04 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.48 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 615.00 = 2413.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 615.00 TO NODE 615.00 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.) =11.48 RAINFALL INTENSITY{INCH/HR) = 4.32 TOTAL STREAM AREA(ACRES) = 21.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.04 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 621.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 392.00 DOWNSTREAM ELEVATION(FEET) = 3 90.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.3 0 **************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 625.00 IS CODE = »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 16.53 TOTAL AREA(ACRES) = 3.02 TOTAL RUNOFF(CFS) = 17.83 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 625.00 TO NODE 615.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 85.70 DOWNSTREAM(FEET) = 378.20 FLOW LENGTH(FEET) = 52.00 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.) = 20.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.83 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) =6.04 LONGEST FLOWPATH FROM NODE 620.00 TO NODE 615.00 = 152.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 615.00 TO NODE 615.00 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.) = 6.04 RAINFALL INTENSITY(INCH/HR) = 6.53 TOTAL STREAM AREA(ACRES) = 3.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.83 ** CONFLUENCE DATA ** . STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 93.04 11.48 4.315 21.53 2 17.83 6.04 6.529 3.02 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 79.31 6.04 6.529 2 104.82 11.48 4.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.82 Tc(MIN.) = 11.48 TOTAL AREA(ACRES) = 24.55 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 615.00 = 2413.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 615.00 TO NODE 630.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 37 8.20 DOWNSTREAM(FEET) = 375.50 FLOW LENGTH(FEET) = 196.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.89 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.82 PIPE TRAVEL TIME(MIN.) = 0.25 Tc{MIN.) = 11.74 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 630.00 = 2609.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 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.) = 11.74 RAINFALL INTENSITY(INCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 24.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.82 **************************************************************************** FLOW PROCESS FROM NODE 635.00 TO NODE 640.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 640.00 TO NODE 645.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 503.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.59 STREETFLOW MODEL RESLTliTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = 9.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.956 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.81 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 63 5.00 TO NODE 645.00 = 603.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 645.00 TO NODE 630.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 376.70 DOWNSTREAM(FEET) = 375.50 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 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.55 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 63 5.00 TO NODE 630.00 = 646.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 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.) = 9.37 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 655.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 655.00 TO NODE 660.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 482.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) =6.93 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 9.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.021 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.65 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 660.00 = 582.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 660.00 TO NODE 630.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM{FEET) = 376.30 DOWNSTREAM(FEET) = 375.50 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 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.48 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.09 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 630.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 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.) = 9.09 RAINFALL INTENSITY(INCH/HR) = 5.02 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 104.82 11.74 4.255 24.55 2 2.55 9.37 4.919 0.51 3 2.48 9.09 5.018 0.49 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 93.85 9.09 5.018 2 95.65 9.37 4.919 3 109.13 11.74 4.255 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.13 Tc(MIN.) = 11.74 TOTAL AREA(ACRES) = 25.55 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 630.00 = 2609.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 665.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 375.50 DOWNSTREAM(FEET) = 364.50 FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.81 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.13 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.79 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 665.00 = 2701.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 665.00 TO NODE 665.00 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.) =11.79 RAINFALL INTENSITY(INCH/HR) = 4.24 TOTAL STREAM AREA(ACRES) = 25.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.13 **************************************************************************** FLOW PROCESS FROM NODE 670.00 TO NODE 671.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 385.00 DOWNSTREAM ELEVATION(FEET) = 383.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 671.00 TO NODE 675.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 383.00 DOWNSTREAM(FEET) = 376.00 FLOW LENGTH(FEET) = 650.00 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.) = 3.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 67 0.00 TO NODE 675.00 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 675.00 TO NODE 675.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.089 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 13.28 TOTAL AREA(ACRES) = 3.09 TOTAL RUNOFF(CFS) = 14.40 TC(MIN.) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 675.00 TO NODE 665.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 366.00 DOWNSTREAM(FEET) = ,364.50 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.84 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.40 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 67 0.00 TO NODE 665.00 = 835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 665.00 TO NODE 665.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NU14BER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.05 RAINFALL INTENSITY(INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.13 11.79 4.243 25.55 2 14.40 9.05 5.031 3.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ELEVATION DATA: UPSTREAM(FEET) = 3 93.00 DOWNSTREAM(FEET) = 381.00 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 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 7 05.00 TO NODE 715.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.010 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 26.60 TOTAL AREA(ACRES) = 6.10 TOTAL RUNOFF(CFS) = 27.78 TC(MIN.) = 9.11 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 700.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM{FEET) = 371.00 DOWNSTREAM(FEET) = 369.30 FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =27.78 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.18 LONGEST FLOWPATH FROM NODE 7 05.00 TO NODE 700.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 700.00 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.) = 9.18 RAINFALL INTENSITY(INCH/HR) = 4.98 TOTAL STREAM ARKA(ACRES) = 6.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.03 10.28 4.633 6.06 2 27.78 9.18 4.984 6.10 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 52.91 9.18 4.984 2 52.85 10.28 4.633 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.91 Tc{MIN.) = ,9.18 TOTAL AREA(ACRES) = 12.16 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 700.00 = 1523.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 712.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM{FEET) = 369.30 DOWNSTREAM(FEET) = 368.60 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.78 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.91 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.3 0 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 712.00 = 1593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 712.00 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.) = 9.30 RAINFALL INTENSITY(INCH/HR) = 4.94 TOTAL STREAM AREA(ACRES) = 12.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.91 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 712.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.84 RAIN INTENSITY(INCH/HOUR) = 3.51 TOTAL AREA(ACRES) = 4.43 TOTAL RUNOFF(CFS) = 16.78 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 712.00 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.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 52.91 9.30 4.942 12.16 2 16.78 15.84 3.507 4.43 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 64.81 9.30 4.942 2 54.32 15.84 3.507 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.81 Tc(MIN.) = 9.30 TOTAL AREA(ACRES) = 16.59 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 712.00 = 1593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 720.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.60 DOWNSTREAM(FEET) = 361.40 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.30 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =64.81 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.65 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 720.00 = 1893.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STRE/^S = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.65 RAINFALL INTENSITY(INCH/HR) = 4.83 TOTAL STREAM AREA(ACRES) = 16.59 PEAK FLOW PATE(CFS) AT CONFLUENCE = 64.81 **************************************************************************** FLOW PROCESS FROM NODE 725.00 TO NODE 730.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 382.00 DOWNSTREAM ELEVATION(FEET) = 380.40 ELEVATION DIFFERENCE(FEET) = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.309 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 730.00 TO NODE 735.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 80.40 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 646.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.39 AVERAGE FLOW VELOCITY(FEET/SEC.) =2.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 10.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.566 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.47 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 4.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 725.00 TO NODE 735.00 = 746.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 735.00 TO NODE 720.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 62.00 DOWNSTREAM(FEET) = ,361.40 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 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =4.09 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 725.00 TO NODE 720.00 = 789.00 FEET. ********************************************* ******************************* FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 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.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.09 **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 745.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 382.00 DOWNSTREAM ELEVATION(FEET) = 3 80.40 ELEVATION DIFFERENCE(FEET) =1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.309 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 745.00 TO NODE 750.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 3 80.40 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 646.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 4.85 Tc{MIN.) =10.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.475 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.21 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH*VELOCITY{FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 740.00 TO NODE 750.00 = 746.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 750.00 TO NODE 720.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 361.60 DOWNSTREAM(FEET) = 361.40 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 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.88 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.87 LONGEST FLOWPATH FROM NODE 740.00 TO NODE 720.00 = 751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 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.) = 10.87 RAINFALL INTENSITY(INCH/HR) = 4.47 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.81 9.65 4.826 16.59 2 4.09 10.64 4.533 0.90 3 2.88 10.87 4.472 0.63 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 71.32 9.65 4.826 2 67.80 10.64 4.533 3 66.97 10.87 4.472 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.32 Tc(MIN.) = 9.65 TOTAL AREA(ACRES) = 18.12 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 720.00 = 1893.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 680.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 3 61.40 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 76.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.27 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.32 , PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.75 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 680.00 = 1969.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 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 71.32 9.75 4.796 18.12 LONGEST FLOWPATH FROM NODE 685.00 TO NODE 680.00 = 1969.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 121.28 11.89 4.220 28.64 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 680.00 = 2818.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 178.05 9.75 4.796 2 184.04 11.89 4.220 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 184.04 Tc(MIN.) = 11.89 TOTAL AREA(ACRES) = 46.76 **************************************************************************** FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 680.00 TO NODE 760.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 6 0.00 DOWNSTREAM(FEET) = 343.40 FLOW LENGTH(FEET) = 264.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 3 0.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.21 ESTIMATED PIPE DIAMETER{INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 184.04 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.05 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 760.00 = 3082.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 760.00 TO NODE 760.00 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.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 46.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 184.04 **************************************************************************** FLOW PROCESS FROM NODE 765.00 TO NODE 766.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 3 66.00 DOWNSTREAM ELEVATION(FEET) = 364.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 766.00 TO NODE 770.00 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) = 360.00 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 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME (MIN.) = 1.80 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 765.00 TO NODE 770.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 770.00 TO NODE 770.00 IS CODE = 81 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.538 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 8.42 TOTAL AREA(ACRES) = 1.89 TOTAL RUNOFF(CFS) = 9.60 TC(MIN.) = 7.80 **************************************************************************** FLOW PROCESS FROM NODE 770.00 TO NODE 760.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 353.40 DOWNSTREAM(FEET) = 343.40 FLOW LENGTH(FEET) = 73.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.60 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 765.00 TO NODE 760.00 = 573.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 760.00 TO NODE 760.00 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.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.51 TOTAL STREAM AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 184.04 12.05 4.182 46.76 2 9.60 7.87 5.505 1.89 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) 1 149.42 7.87 5.505 2 191.34 12.05 4.182 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 191.34 Tc(MIN.) = 12.05 TOTAL AREA(ACRES) = 48.65 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 760.00 = 3082.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 760.00 TO NODE 775.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.40 DOWNSTREAM(FEET) = 324.40 FLOW LENGTH(FEET) = 295.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.55 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.34 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.24 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 775.00 = 3377.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 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.) = 12.24 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) =48.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 191.34 **************************************************************************** FLOW PROCESS FROM NODE 780.00 TO NODE 785.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 380.00 DOWNSTREAM ELEVATION(FEET) = 377.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 785.00 TO NODE 790.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 377.50 DOWNSTREAM ELEVATION(FEET) = 341.00 STREET LENGTH(FEET) = 644.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 2^89 Tc(MIN.) = 8.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.090 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.16 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 7 80.00 TO NODE 790.00 = 744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 790.00 TO NODE 775.00 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 325.40 DOWNSTREAM(FEET) = 324.40 FLOW LENGTH(FEET) = 47.00 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.) = 6.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS> = 3.23 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 780.00 TO NODE 775.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 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.) = 9.01 RAINFALL INTENSITY(INCH/HR) = 5.05 TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 191.34 12.24 4.141 48.65 2 3.23 9.01 5.046 0.64 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) 1 160.27 9.01 5.046 2 193.99 12.24 4.141 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 193.99 Tc(MIN.) = 12.24 TOTAL AREA(ACRES) = 49.29 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 775.00 = 3377.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 795.00 TO NODE 800.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 381.00 DOWNSTREAM ELEVATION(FEET) = 379.00 ELEVATION DIFFERENCE{FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 881.00 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) = 370.00 FLOW LENGTH(FEET) = 750.00 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.) = 3.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) =9.15 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 881.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 805.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.995 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 4.13 SUBAREA RUNOFF(CFS) = 18.57 TOTAL AREA(ACRES) = 4.33 TOTAL RUNOFF(CFS) = 19.75 TC(MIN.) = 9.15 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 810.00 IS CODE = 31 >»»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM{FEET) = 366.60 DOWNSTREAM(FEET) = 350.50 FLOW LENGTH(FEET) = 309.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.75 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 810.00 = 1159.00 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.) = 9.52 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) =4.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.75 **************************************************************************** FLOW PROCESS FROM NODE 815.00 TO NODE 816.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 364.00 DOWNSTREAM ELEVATION(FEET) = 362.00 ELEVATION DIFFERENCE(FEET) =2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 820.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 362.00 DOWNSTREAM(FEET) = 358.00 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 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =3.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 8.11 LONGEST FLOWPATH FROM NODE 815.00 TO NODE 820.00 = 550.00 FEET. *********** ***************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.402 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 7.78 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 8.96 TC(MIN.) = 8.11 **************************************************************************** FLOW PROCESS FROM NODE 820.00 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) = 35 5.60 DOWNSTREAM(FEET) = 350.50 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 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.96 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.15 LONGEST FLOWPATH FROM NODE 815.00 TO NODE 810.00 = 595.00 FEET. **************************************************************************** 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.) = 8.15 RAINFALL INTENSITY(INCH/HR) =5.38 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.75 9.52 4.871 4.33 2 8.96 8.15 5.382 1.80 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 26.84 8.15 5.382 2 27.86 9.52 4.871 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.86 Tc(MIN.) = 9.52 TOTAL AREA(ACRES) = 6.13 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 810.00 = 1159.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 830.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 350.50 DOWNSTREAM(FEET) = 349.10 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.49 ESTIMATED PIPE DIAMETER{INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.86 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.54 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 830.00= 1186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 841.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 368.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1-18 **************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 845.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.00 DOWNSTREAM{FEET) = 363.00 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.18 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 845.00 = 500.00 FEET. ********************************************* ******************************* FLOW PROCESS FROM NODE 845.00 TO NODE 845.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.602 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 7.16 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF.(CFS) = 8.34 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 845.00 TO NODE 850.00 IS CODE = 31 >>>> >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 366.40 DOWNSTREAM(FEET) = 361.10 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 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.34 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 850.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 RAINFALL INTENSITY(INCH/HR) = 5.53 TOTAL STREAM AREA(ACRES) =1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.34 **************************************************************************** FLOW PROCESS FROM NODE 855.00 TO NODE 850.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 313.00 UPSTREAM ELEVATION(FEET) = 37 6.00 DOWNSTREAM ELEVATION(FEET) = 371.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.448 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 0.63 TOTAL RUNOFF(CFS) = 3.72 **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 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) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.34 7.82 5.527 1.62 2 3.72 6.00 6.559 0.63 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 10.75 6.00 6.559 2 11.47 7.82 5.527 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.47 Tc(MIN.) = 7.82 TOTAL AREA(ACRES) = 2.25 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 850.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 830.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 361.10 DOWNSTREAM(FEET) = 349.10 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 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.47 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 830.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 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 11.47 8.16 5.377 2.25 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 830.00 = 860.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.86 9.54 4.862 6.13 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 830.00 = 1186.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.66 8.16 5.377 2 38.23 9.54 4.862 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.23 Tc(MIN.) = 9.54 TOTAL AREA(ACRES) = 8.3 8 **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 855.00 IS CODE = 31 >>»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 349.10 DOWNSTREAM(FEET) = 343.20 FLOW LENGTH(FEET) = 261.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.23 PIPE TRAVEL TIME(MIN.) = 0.36 Tc{MIN.) = 9.90 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 855.00 = 1447.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 855.00 TO NODE 855.00 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.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.75 TOTAL STREAM AREA(ACRES) = 8.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.23 **************************************************************************** FLOW PROCESS FROM NODE 860.00 TO NODE 861.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 360.00 DOWNSTREAM ELEVATION(FEET) = 358.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.3 0 **************************************************************************** FLOW PROCESS FROM NODE 861.00 TO NODE 865.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 58.00 DOWNSTREAM(FEET) = 355.00 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 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.3 0 PIPE TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 8.27 LONGEST FLOWPATH FROM NODE 860.00 TO NODE 865.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 865.00 TO NODE 865.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.334 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.7 0 SUBAREA RUNOFF(CFS) = 8.16 TOTAL AREA(ACRES) = 1.92 TOTAL RUNOFF(CFS) = 9.46 TC(MIN.) = 8.27 *************************************************************************** FLOW PROCESS FROM NODE 865.00 TO NODE 855.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 344.80 DOWNSTREAM(FEET) = 343.20 FLOW LENGTH(FEET) = 5 0.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =9.46 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.35 LONGEST FLOWPATH FROM NODE 860.00 TO NODE 855.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 855.00 TO NODE 855.00 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.) = 8.35 RAINFALL INTENSITY(INCH/HR) = 5.30 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.23 9.90 4.748 8.38 2 9.46 8.35 5.300 1.92 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 43.71 8.35 5.300 2 46.71 9.90 4.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.71 Tc(MIN.) = 9.90 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 855.00 = 1447.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 855.00 TO NODE 870.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.20 DOWNSTREAM(FEET) = 324.50 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 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 88.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.71 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 9.90 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 870.00 = 1452.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 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.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.75 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.71 **************************************************************************** FLOW PROCESS FROM NODE 875.00 TO NODE 880.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 368.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.143 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 880.00 TO NODE 885.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 3 68.00 DOWNSTREAM ELEVATION(FEET) = 341.00 STREET LENGTH(FEET) = 511.00 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 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 = 0.02 00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 8.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.322 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 0.7 6 PEAK FLOW RATE(CFS) = 3.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.06 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 875.00 TO NODE 885.00 = 611.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 870.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM{FEET) = 324.60 DOWNSTREAM(FEET) = 324.50 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 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.96 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 875.00 TO NODE 870.00 = 616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 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.) =8.31 RAINFALL INTENSITY(INCH/HR) = 5.32 TOTAL STREAM AREA(ACRES) = 0.7 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.71 9.90 4.748 10.30 2 3.96 8.31 5.317 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 45.67 8.31 5.317 2 50.24 9.90 4.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.24 Tc(MIN.) = 9.90 TOTAL AREA(ACRES) = 11.06 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 870.00 = 1452.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 870.00 TO NODE 775.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 324.50 DOWNSTREAM(FEET) = 324.40 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.24 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.91 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 775.00 = 1457.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 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 50.24 9.91 4.746 11.06 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 775.00 = 1457.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 193.99 12.24 4.141 49.29 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 775.00 = 3377.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 219.53 9.91 4.746 2 237.84 12.24 4.141 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 237.84 Tc(MIN.) = 12.24 TOTAL AREA(ACRES) = 60.35 **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 890.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 324.40 DOWNSTREAM(FEET) = 298.50 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.78 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 237.84 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.32 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 890.00 = 3558.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 895.00 TO NODE 900.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 343.00 DOWNSTREAM ELEVATION(PEET) = 341.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 905.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 341.00 DOWNSTREAM(FEET) = 330.00 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 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.18 PIPE TRAVEL TIME(MIN.) = 4.35 Tc(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 905.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.614 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 7.22 SUBAREA RUNOFF(CFS) = 29.98 TOTAL AREA(ACRES) = 7.42 TOTAL RUNOFF(CFS) = 31.16 TC(MIN.) = 10.35 **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 903.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 322.90 DOWNSTREAM(FEET) = 321.40 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.56 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.16 PIPE TRAVEL TIME(MIN.) = 0.3 0 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 903.00 = 1252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 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.) = 10.65 .RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 7.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.16 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 904.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 324.10 DOWNSTREAM ELEVATION(FEET) = 322.10 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = ,2.18 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 2.18 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 902.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 322.50 DOWNSTREAM(FEET) = 321.40 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 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.18 PIPE TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 902.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 902.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.110 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S.- CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 5.52 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 7.70 TC(MIN.) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 323.20 DOWNSTREAM(FEET) = 321.40 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.70 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 903.00 = 730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 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.) = 9.33 RAINFALL INTENSITY(INCH/HR) =4.93 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.7 0 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.16 10.65 4.531 7.42 2 7.70 9.33 4.934 1.57 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 36.32 9.33 4.934 2 38.24 10.65 4.531 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) =10.65 TOTAL AREA(ACRES) = 8.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 903.00 = 1252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 910.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.40 DOWNSTREAM(FEET) = 301.70 FLOW LENGTH(FEET) = 285.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.20 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 910.00 = 1537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ************************* **************************** *********************** FLOW PROCESS FROM NODE 915.00 TO NODE 920 00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 341.00 DOWNSTREAM ELEVATION(FEET) = 33 8.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 920.00 TO NODE 925.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 338.50 DOWNSTREAM ELEVATION(FEET) = 318.00 STREET LENGTH(FEET) = 546.00 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 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) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.06 AVERAGE FLOW VELOCITY(FEET/SEC.) =3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 8.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.216 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 6.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.69 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 925.00 = 646.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 925.00 TO NODE 930.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 302.90 DOWNSTREAM(FEET) = 302.70 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 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.02 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.57 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 930.00 = 651.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 930.00 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.) = 8.57 RAINFALL INTENSITY(INCH/HR) =5.21 TOTAL STREAM AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 940.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 335.00 DOWNSTREAM ELEVATION(FEET) = 332.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 940.00 TO NODE 945.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 332.50 DOWNSTREAM ELEVATION(FEET) = 318.00 STREET LENGTH(FEET) = 331.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 7.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.556 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 2.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.26 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 93 5.00 TO NODE 945.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 945.00 TO NODE 930.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 303.70 DOWNSTREAM(FEET) = 302.70 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 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.21 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 935.00 TO NODE 930.00 = 474.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 930.00 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.) = 7.88 RAINFALL INTENSITY(INCH/HR) =5.50 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.02 8.57 5.213 1.19 2 2.21 7.88 5.501 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 7.91 7.88 5.501 2 8.11 8.57 5.213 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.11 Tc(MIN.) = 8.57 TOTAL AREA(ACRES) = 1.59 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 930.00 = 651.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 910.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 302.70 DOWNSTREAM(FEET) = 301.70 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.11 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 910.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 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 8.11 8.67 5.174 1.59 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 910.00 = 700.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.24 10.91 4.461 8.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 910.00 = 1537.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.08 8.67 5.174 2 45.23 10.91 4.461 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.23 Tc(MIN.) = 10.91 TOTAL AREA(ACRES) = 10.58 **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 950.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 301.70 DOWNSTREAM(FEET) = 300.30 FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.20 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.23 PIPE TRAVEL TIME(MIN.) = 0.2 6 Tc(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 950.00 = 1681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 950.00 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.) = 11.17 RAINFALL INTENSITY(INCH/HR) =4.39 TOTAL STREAM AREA(ACRES) = 10.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.23 **************************************************************************** FLOW PROCESS FROM NODE 955.00 TO NODE 956.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 324.00 DOWNSTREAM ELEVATION(FEET) = 323.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.600 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.95 **************************************************************************** FLOW PROCESS FROM NODE 956.00 TO NODE 960.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 323.00 DOWNSTREAM(FEET) = 318.00 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 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 955.00 TO NODE 960.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 960.00 TO NODE 960.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.474 *USER SPECIFIED{SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 8.87 TOTAL AREA(ACRES) = 2.13 TOTAL RUNOFF{CFS) = 10.82 TC(MIN.) = 7.94 **************************************************************************** FLOW PROCESS FROM NODE 960.00 TO NODE 950.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 314.30 DOWNSTREAM(FEET) = 300.30 FLOW LENGTH(FEET) = 62.00 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.) = 21.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 955.00 TO NODE 950.00 = 662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 950.00 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.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.23 11.17 4.393 10.58 2 10.82 7.99 5.453 2.13 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 47.26 7.99 5.453 2 53.95 11.17 4.393 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.95 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 12.71 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 950.00 = 1681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 965.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 300.30 DOWNSTREAM(FEET) = ,298.70 FLOW LENGTH(FEET) = 226.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =8.65 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.95 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 11.60 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 965.00 = 1907.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 965.00 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.) = 11.60 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 12.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.95 **************************************************************************** FLOW PROCESS FROM NODE 970.00 TO NODE 971.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 330.00 DOWNSTREAM ELEVATION{FEET) = 328.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.248 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 971.00 TO NODE 975.00 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) = 322.00 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 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 7.91 LONGEST FLOWPATH FROM NODE 970.00 TO NODE 975.00 = 575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 975.00 TO NODE 975.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.488 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 9.88 TOTAL AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 11.53 TC(MIN.) = 7.91 **************************************************************************** FLOW PROCESS FROM NODE 975.00 TO NODE 965.00 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) = 298:70 FLOW LENGTH(FEET) = 53.00 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.) = 26.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.53 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 970.00 TO NODE 965.00 = 628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 965.00 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.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.95 11.60 4.286 12.71 2 11.53 7.94 5.473 2.28 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 53.78 7.94 5.473 2 62.98 11.60 4.286 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.98 Tc(MIN.) = 11.60 TOTAL AREA(ACRES) = 14.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 965.00 = 1907.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 890.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 298.70 DOWNSTREAM(FEET) = 298.50 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =62.98 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 890.00 = 1939.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 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 62.98 11.67 4.272 14.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 890.00 = 1939.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 237.84 12.32 4.124 60.35 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 890.00 = 3558.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 292.63 11.67 4.272 2 298.65 12.32 4.124 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 298.65 Tc{MIN.) = 12.32 TOTAL AREA(ACRES) = 75.34 **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 980.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 298.50 DOWNSTREAM(FEET) = 296.30 FLOW LENGTH(FEET) = 273.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.70 ESTIMATED PIPE DIAMETER{INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 298.65 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 12.65 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 980.00 = 3832.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 980.00 TO NODE 980.00 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.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 75.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 298.65 **************************************************************************** FLOW PROCESS FROM NODE 985.00 TO NODE 986.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 320.00 DOWNSTREAM ELEVATION(FEET) = 318.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 986.00 TO NODE 990.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 318.00 DOWNSTREAM(FEET) = 315.00 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 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 8.69 LONGEST FLOWPATH FROM NODE 985.00 TO NODE 990.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 990.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.166 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 8.09 TOTAL AREA(ACRES) = 1.94 TOTAL RUNOFF(CFS) = 9.27 TC(MIN.) = 8.69 **************************************************************************** FLOW PROCESS FROM NODE 990.00 TO NODE 980.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 297.30 DOWNSTREAM(FEET) = 296.30 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.27 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.78 LONGEST FLOWPATH FROM NODE 985.00 TO NODE 980.00 = 648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 980.00 TO NODE 980.00 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.) = 8.78 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 1.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 298.65 12.65 4.054 75.34 2 9.27 8.78 5.130 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) 1 245.29 8.78 5.130 2 305.98 12.65 4.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 305.98 Tc(MIN.) = 12.65 TOTAL AREA(ACRES) = 77.28 LONGEST FLOWPATH FROM NODE 53 5.00 TO NODE 980.00 = 3 832.3 0 FEET. ..^,jlf.^.^.^Vr******************** + ************** ********************************** FLOW PROCESS FROM NODE 980.00 TO NODE 995.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 296.30 DOWNSTREAM(FEET) = 294.50 FLOW LENGTH(FEET) = 229.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.57 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 305.98 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 12.93 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 995.00 = 4061.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 995.00 TO NODE 995.00 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.) = 12.93 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 77.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 305.98 ******************************************* ********************************* FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 313.00 DOWNSTREAM ELEVATION(FEET) = 311.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.65 ,*************************************************************************** FLOW PROCESS FROM NODE 1001.00 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) = 311.00 DOWNSTREAM(FEET) = 305.00 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 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 7.91 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 600.00 FEET. ****************************************** ********************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.488 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = O' SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 7.41 TOTAL AREA(ACRES) = 1.78 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 7.91 **************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 995.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 295.50 DOWNSTREAM(FEET) = 294.50 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.06 PIPE TRAVEL TIME(MIN.) =. 0.10 Tc{MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 995.00 = 651.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 995.00 TO NODE 995.00 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.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 5.44 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 305.98 12.93 3.997 77.28 2 9.06 8.01 5.442 1.78 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) 1 233.78 8.01 5.442 2 312.63 12.93 3.997 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 312.63 Tc(MIN.) = 12.93 TOTAL AREA(ACRES) = 79.06 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 995.00 = 4061.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 995.00 TO NODE 1010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 294.50 DOWNSTREAM(FEET) = 289.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.0 INCHES S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 3.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.81 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 1015.00 TO NODE 1025.00 = 606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1025.00 TO NODE 1010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 294.80 DOWNSTREAM(FEET) = 293.40 FLOW LENGTH(FEET) = 5.00 MAIMING'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.) = 16.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.18 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.64 LONGEST FLOWPATH FROM NODE 1015.00 TO NODE 1010.00 = 611.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 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.) = 8.64 RAINFALL INTENSITY(INCH/HR) = 5.18 TOTAL STREAM AREA(ACRES) =0.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 326.00 DOWNSTREAM ELEVATION{FEET) =323.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 1035.00 TO NODE 1040.00 IS CODE = 61 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 323.50 DOWNSTREAM ELEVATION(FEET) = 303.50 STREET LENGTH(FEET) = 63 8.00 CURB HEIGHT(INCHES) =6.0 STREET HALFWIDTH(FEET) = 26.00 ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 303.00 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 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1055.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1055.00 TO NODE 1055.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.517 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.3 0 SUBAREA RUNOFF(CFS) = 6.46 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 7.99 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 1055.00 TO NODE 1045.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 292.80 DOWNSTREAM(FEET) = 283.80 FLOW LENGTH(FEET) = 80.00 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.) = 15.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.99 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.93 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1045.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1045.00 TO NODE 1045.00 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.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 5.48 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 320.88 13.08 3.967 81.18 2 7.99 7.93 5.478 1.56 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) 1 240.37 7.93 5.478 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1210.00 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) = 314.00 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 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.59 PIPE TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1210.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1210.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.418 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.86 SUBAREA RUNOFF(CFS) = 9.07 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 9.66 TC(MIN.) = 8.07 **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1220.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 305.60 DOWNSTREAM(FEET) = 301.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.66 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1220.00 = 792.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 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.) = 8.31 RAINFALL INTENSITY(INCH/HR) = 5.32 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.66 **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1226.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 320.00 DOWNSTREAM ELEVATION(FEET) = 318.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 1.06 .^.^.^.jt..^^^.^*************************>r****************************************** FLOW PROCESS FROM NODE 1226.00 TO NODE 1230.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 318.00 DOWNSTREAM(FEET) = 311.00 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 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 1.7 8 Tc(MIN.) = 7.7 8 LONGEST FLOWPATH FROM NODE 1225.00 TO NODE 1230.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1230.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.545 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.99 TOTAL AREA(ACRES) = 1.58 TOTAL RUNOFF(CFS) = 8.05 TC(MIN.) = 7.78 **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1220.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 304.50 DOWNSTREAM(FEET) = 301.40 FLOW LENGTH(FEET) = 238.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.05 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 8.36 LONGEST FLOWPATH FROM NODE 1225.00 TO NODE 1220.00 = 788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 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.) = 8.36 RAINFALL INTENSITY(INCH/HR) = 5.29 3 21.06 8.36 5.293 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.08 Tc(MIN.) = 8.31 TOTAL AREA(ACRES) = 4.25 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1220.00 = 792.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1245.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 01.40 DOWNSTREAM(FEET) = 288.20 FLOW LENGTH(FEET) = 294.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.84 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.08 PIPE TRAVEL TIME (MIN.) = 0.35 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1245.00 = 1086.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1245.00 TO NODE 1245.00 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.) = 8.66 RAINFALL INTENSITY(INCH/HR) = 5.17 TOTAL STREAM AREA(ACRES) = 4.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.08 **************************************************************************** FLOW PROCESS FROM NODE 1250.00 TO NODE 1251.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 313.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1251.00 TO NODE 1255.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 313.00 DOWNSTREAM(FEET) = 306.00 FLOW LENGTH(FEET) = 650.00 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.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 8.84 LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1255.00 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1255.00 TO NODE 1255.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.107 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.41 SUBAREA RUNOFF(CFS) = 11.08 TOTAL AREA(ACRES) = 2.61 TOTAL RUNOFF(CFS) = 12.26 TC(MIN.) = 8.84 **************************************************************************** FLOW PROCESS FROM NODE 1255.00 TO NODE 1245.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 300.90 DOWNSTREAM(FEET) = 288.20 FLOW LENGTH(FEET) = 29.00 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.) = 27.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.26 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1245.00 = 779.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1245.00 TO NODE 1245.00 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.) = 8.86 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 2.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.2 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.08 8.66 5.175 4.25 2 12.26 8.86 5.100 2.61 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 33.16 8.66 5.175 2 33.03 8.86 5.100 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.16 Tc(MIN.) = 8.66 TOTAL AREA(ACRES) = 6.86 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1245.00 = 1086.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1245.00 TO NODE 1260.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 88.20 DOWNSTREAM(FEET) = 285.10 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.16 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1260.00 = 1148.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.86 TC(MIN.) = 8.73 PEAK FLOW RATE(CFS) =33.16 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2268-BRESSI RANCH INDUSTRIAL * * DEVELOPED CONDITIONS * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY130090.DAT TIME/DATE OF STUDY: 08:47 05/27/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIEKTTS(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 26.0 21.0 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 = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 311.00 DOWNSTREAM ELEVATION(FEET) = 309.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1305.00 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) = 305.00 FLOW LENGTH(FEET) = 500.00 FIANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 8.43 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1305.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1305.00 TO NODE 1305.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.267 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 8.20 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 9.38 TC(MIN.) = 8.43 **************************************************************************** FLOW PROCESS FROM NODE 1305.00 TO NODE 1310.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 298.50 DOWNSTREAM(FEET) = 286.20 FLOW LENGTH(FEET) = 60.00 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.) = 19.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.38 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.48 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1310.00 = 660.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.93 TC(MIN.) = 8.48 PEAK FLOW RATE(CFS) = 9.38 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 22 68-BRESSI RANCH INDUSTRIAL * * DEVELOPED CONDITIONS * * 100-YEAR STORM EVENT * ******************************************************* * * ***************** FILE NAME: SY140090.DAT TIME/DATE OF STUDY: 09:02 05/27/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 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 26.0 21.0 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 = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 313.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1401.00 TO NODE 1405.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 313.00 DOWNSTREAM(FEET) = 305.00 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 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39 ESTIMATED PIPE DI.AMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-18 PIPE TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 7.90 LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1405.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1405.00 TO NODE 1405.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.493 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.92 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 8.10 TC(MIN.) = 7.90 **************************************************************************** FLOW PROCESS FROM NODE 1405.00 TO NODE 1410.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 300.90 DOWNSTREAM{FEET) = 287.60 FLOW LENGTH(FEET) = 536.00 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.) = 8.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.10 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1.02 1400 Tc(MIN.) = 00 TO NODE 8.92 1410.00 = 1136.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.60 8 .10 TC(MIN.) = 8.92 END OF RATIONAL METHOD ANALYSIS ********************** ****************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADED CONDITIONS * INNOVATION WAY - PA4 & OFFSITE PALOMAR AIRPORT RD DRIANAGE * 1OO-YEAR STORM EVENT ************************************************************************** FILE NAME: 1325106I.DAT TIME/DATE OF STUDY: 15:57 05/17/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 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(FEET) =45.00 UPSTREAM ELEVATION(FEET) = 450.00 DOWNSTREAM ELEVATION(FEET) = 449.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.3 88 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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) = 9.7 8 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) = 0.020 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) = 6.7 0 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 6 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) = 39 0.00 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) = 4.30 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(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 385.50 DOWNSTREAM ELEVATION(FEET) = 384.50 ELEVATION DIFFERENCE(FEET) =1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.587 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 384.00 DOWNSTREAM(FEET) 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 = 1 380.00 PIPE-FLOW(CFS) 16.78 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1.13 106 Tc(MIN.) = 10 TO NODE 15.84 106.30 = 2497.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 4.43 TC(MIN.) = 15 . 84 PEAK FLOW RATE(CFS) 16.78 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2268-BRESSI RANCH INDUSTRIAL * * DEVELOPED CONDITIONS * * lOO-YEAR STROM EVENT * ************************************************************************** FILE NAME: SY150090.DAT TIME/D.ATE OF STUDY: 09:16 05/27/2004 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 S.AN 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 26.0 21.0 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 =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1500.00 TO NODE 1501.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 308.00 DOWNSTREAM ELEVATION(FEET) = 3 06.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR PJVINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.48 ,*************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1505.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 301.00 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 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.48 PIPE TRAVEL TIME(MIN.) = 2.7 0 Tc(MIN.) = 8.7 0 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1505.00 = 700.00 FEET. * * * ************************************************************************* FLOW PROCESS FROM NODE 1505.00 TO NODE 1505.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.161 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 13.94 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 15.41 TC(MIN.) = 8.7 0 **************************************************************************** FLOW PROCESS FROM NODE 1505.00 TO NODE 1510.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 292.10 DOWNSTREAM(FEET) = 287.30 FLOW LENGTH(FEET) = 39.50 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.) = 18.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.41 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.04 1500 Tc(MIN.) = .00 TO NODE 8.74 1510.00 = 739.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3.25 15.41 TC(MIN.) = 8.74 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 22 68-BRESSI RANCH INDUSTRIAL * * DEVELOPED CONDITIONS * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY160090.DAT TIME/DATE OF STUDY: 10:44 05/27/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 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 26.0 21.0 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 (Maximxim 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 1600.00 TO NODE 1601.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIA-L SUBAREA FLOW-LENGTH (FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 313.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUB.AREA RUNOFF (CFS) = 1.48 TOTAL AREA(ACRES) = 0.2 5 TOTAL RUNOFF(CFS) = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 1601.00 TO NODE 1605.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 313.00 DOWNSTREAM(FEET) = 307.00 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 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.48 PIPE TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 8.24 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1605.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1605.00 TO NODE 1605.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.343 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 9.62 TOTAL AREA(ACRES) = 2.25 TOTAL RUNOFF(CFS) = 11.09 TC(MIN.) = 8.24 **************************************************************************** FLOW PROCESS FROM NODE 1605.00 TO NODE 1610.00 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 302.60 DOWNSTREAM(FEET) = 291.70 FLOW LENGTH(FEET) = 249.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.09 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.60 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1610.00 = 899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1610.00 TO NODE 1610.00 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.) = 8.60 RAINFALL INTENSITY(INCH/HR) = 5.2 0 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.09 **************************************************************************** FLOW PROCESS FROM NODE 1615.00 TO NODE 1616.00 IS CODE = 21 »»>RATION.AL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 307.00 DOWNSTREAM ELEVATION(FEET) = 305.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1616.00 TO NODE 1620.00 IS CODE = 31 »>»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 305.00 DOWNSTREAM(FEET) = 302.00 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 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 10.26 LONGEST FLOWPATH FROM NODE 1615.00 TO NODE 1620.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1620.00 TO NODE 1620.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.641 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 14.16 TOTAL AREA(ACRES) = 3.59 TOTAL RUNOFF(CFS) = 15.34 TC(MIN.) = 10.26 **************************************************************************** FLOW PROCESS FROM NODE 1620.00 TO NODE 1610.00 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 293.20 DOWNSTREAM(FEET) = 291.70 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.34 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.34 LONGEST FLOWPATH FROM NODE 1615.00 TO NODE 1610.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1610.00 TO NODE 1610.00 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.) = 10.34 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 3.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.09 8.60 5.200 2.25 2 15.34 10.34 4.618 3.59 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 24.72 8.60 5.200 2 25.19 10.34 4.618 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.19 Tc(MIN.) = 10.34 TOTAL AREA(ACRES) = 5.84 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1610.00 = 899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1610.00 TO NODE 1625.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.70 DOWNSTREAM(FEET) = 275.60 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.69 ESTDMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.19 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1625.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.00 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.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 4.57 TOTAL STREAM AREA(ACRES) = 5.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.19 **************************************************************************** FLOW PROCESS FROM NODE 1630.00 TO NODE 1631.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 310.00 DOWNSTREAM ELEVATION(FEET) = 308.00 ELEVA.TION DIFFERENCE (FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.65 *************************************************************************** FLOW PROCESS FROM NODE 1635.00 TO NODE 1625.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 289.70 DOWNSTREAM(FEET) = 275.60 FLOW LENGTH(FEET) = 132.00 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.) = 7.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 1630.00 TO NODE 1625.00 = 232.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.350 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 11.43 TOTAL AREA(ACRES) = 2.11 TOTAL RUNOFF(CFS) = 12.08 TC(MIN.) = 6.31 **************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.00 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.) = 6.31 RAINFALL INTENSITY(INCH/HR) = 6.35 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.19 10.49 4.573 5.84 2 12.08 6.31 6.350 2.11 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 30.22 6.31 6.350 2 33.89 10.49 4.573 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.89 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 7.95 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1625.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1640.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 275.60 DOWNSTREAM(FEET) = 274.20 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.89 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1640.00 = 1102.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1640.00 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.) = 10.52 RAINFALL INTENSITY(INCH/HR) = 4.57 TOTAL STREAM AREA(ACRES) = 7.95 PEAK FLOW R.ATE(CFS) AT CONFLUENCE = 33.89 **************************************************************************** FLOW PROCESS FROM NODE 1645.00 TO NODE 1650.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 305.00 DOWNSTREAM ELEVATION(FEET) = 302.50 ELEVATION DIFFERENCE(FEET) = 2.5 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.55 9 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 1650.00 TO NODE 1655.00 IS CODE = 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) <«« UPSTREAM ELEVATION(FEET) = 302.50 DOWNSTREAM ELEVATION(FEET) = 283.00 STREET LENGTH(FEET) = 533.00 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 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) = 2.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 9 HALFSTREET FLOOD WIDTH(FEET) = 8.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 8.64 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.183 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) = 4.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 1645.00 TO NODE 1655.00 = 633.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1655.00 TO NODE 1640.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 276.20 DOWNSTREAM(FEET) = 274.20 FLOW LENGTH (FEET) = 5.00 M.ANNING'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.) = 20.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.58 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 8.65 LONGEST FLOWPATH FROM NODE 1645.00 TO NODE 1640.00 = 638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1640.00 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.) = 8.65 RAINFALL INTENSITY(INCH/HR) =5.18 TOTAL STREAM AREA(ACRES) = 0.89 PRAK FLOW RATE(CFS) AT CONFLUENCE = 4.58 **************************************************************************** FLOW PROCESS FROM NODE 1660.00 TO NODE 1665.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .95 00 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 305.00 DOWNSTREAM ELEVA.TION (FEET) = 302.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 1665.00 TO NODE 1670.00 IS CODE = 61 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 302.50 DOWNSTREAM ELEVATION(FEET) = 283.00 STREET LENGTH(FEET) = 514.00 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 (DECIM.AL) = 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 8.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.127 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTK(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.32 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 1660.00 TO NODE 1670.00 = 614.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1570.00 TO NODE 1640.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 276.40 DOWNSTREAM(FEET) = 274.20 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 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.77 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 1660.00 TO NODE 1640.00 = 657.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1640.00 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.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.89 10.52 4.565 7.95 2 4.58 8.65 5.182 0.89 3 2.77 8.87 5.095 0.54 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 37.15 8.65 5.182 2 37.63 8.87 5.096 3 40.40 10.52 4.565 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.40 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 9.3 8 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1640.00 = 1102.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1675.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 274.20 DOWNSTREAM(FEET) = 270.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.41 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.40 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.74 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1675.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1675.00 TO NODE 1675.00 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.) = 10.74 RAINFALL INTENSITY(INCH/HR) = 4.51 TOTAL STREAM AREA(ACRES) = 9.3 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.40 **************************************************************************** FLOW PROCESS FROM NODE 1680.00 TO NODE 1681.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 297.00 DOWNSTREAM ELEVATION(FEET) = 295.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 *************************************************************************** FLOW PROCESS FROM NODE 1681.00 TO NODE 1685.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM{FEET) = 295.00 DOWNSTREAM(FEET) = 290.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 1680.00 TO NODE 1585.00 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1685.00 TO NODE 1685.00 IS CODE = 81 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.974 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 16.83 TOTAL AREA(ACRES) = 3.96 TOTAL RUNOFF(CFS) = 18.01 TC(MIN.) =9.21 **************************************************************************** FLOW PROCESS FROM NODE 1685.00 TO NODE 1675.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 281.00 DOWNSTREAM(FEET) = 270.50 FLOW LENGTH(FEET) = 81.00 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.) = 19.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.01 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 1680.00 TO NODE 1575.00 = 831.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1575.00 TO NODE 1575.00 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.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 4.95 TOTAL STREAM AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.40 10.74 4.506 9.38 2 18.01 9.28 4.951 3.95 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 54.79 9.28 4.951 2 56.80 10.74 4.506 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.80 Tc(MIN.) = 10.74 TOTAL AREA(ACRES) = 13.34 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1675.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1675.00 TO NODE 1690.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 27 0.50 DOWNSTREAM(FEET) = 262.40 FLOW LENGTH(FEET) = 297.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 22.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.42 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.80 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 11.08 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1690.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1690.00 TO NODE 1690.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 1695.00 TO NODE 1695.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 300.00 DOWNSTREAM ELEVATION(FEET) = 298.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUB.AREA RUNOFF (CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1696.00 TO NODE 1700.00 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) = 293.00 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 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 1695.00 TO NODE 1700.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.602 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 7.61 TOTAL AREA(ACRES) = 1.71 TOTAL RUNOFF(CFS) = 8.79 TC(MIN.) = 7.6 5 **************************************************************************** FLOW PROCESS FROM NODE 1700.00 TO NODE 1705.00 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) = 264.00 FLOW LENGTH(FEET) = 385.00 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.) = 11.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.79 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 8.23 LONGEST FLOWPATH FROM NODE 1695.00 TO NODE 1705.00 = 885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1705.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 1710.00 TO NODE 1711.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 295.00 DOWNSTREAM ELEVATION(FEET) =293.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 1711.00 TO NODE 1715.00 IS CODE = 31 >»»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 293.00 DOWNSTREAM(FEET) = 288.00 FLOW LENGTH(FEET) = 850.00 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.) = 3.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 10.61 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1715.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1715.00 TO NODE 1715.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.54 0 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 15.89 TOTAL AREA(ACRES) = 4.09 TOTAL RUNOFF(CFS) = 17.07 TC(MIN.) = 10.51 **************************************************************************** FLOW PROCESS FROM NODE 1715.00 TO NODE 1720.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 276.60 DOWNSTREAM(FEET) = 265.10 FLOW LENGTH(FEET) = 72.00 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.) = 21.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.07 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1720.00 = 1022.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1720.00 TO NODE 1720.00 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.) = 10.67 RAINFALL INTENSITY(INCH/HR) = 4.52 TOTAL STREAM AREA(ACRES) = 4.09 PEAK FLOW RATE (CFS) A.T CONFLUENCE = 17.07 **************************************************************************** FLOW PROCESS FROM NODE 1725.00 TO NODE 1730.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 305.00 DOWNSTREAM ELEVATION(FEET) = 300.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.579 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 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 1730.00 TO NODE 1735.00 IS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 300.00 DOWNSTREAM ELEVATION(FEET) = 275.00 STREET LENGTH(FEET) = 467.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 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 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) = 3.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc{MIN.) = 7.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.512 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 1.2 9 PEAK FLOW RATE(CFS) = 6.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 6 HALFSTREET FLOOD WIDTH(FEET) = 11.44 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 1725.00 TO NODE 1735.00 = 567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1735.00 TO NODE 1720.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 6 8.50 DOWNSTREAM(FEET) = 265.70 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTK OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.85 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 1725.00 TO NODE 1720.00 = 578.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1720.00 TO NODE 1720.00 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.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.51 TOTAL STREAM AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.07 10.57 4.524 4.09 2 6.85 7.87 5.508 1.29 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 20.88 7.87 5.508 2 22.70 10.67 4.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.70 Tc(MIN.) = 10.67 TOTAL AREA(ACRES) = 5.3 8 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1720.00 = 1022.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1720.00 TO NODE 1705.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 264.80 DOWNSTREAM(FEET) = 263.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.70 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.71 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1705.00 = 1052.00 FEET. * * * * *.* ********************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1705.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITK THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.70 10.71 4.513 5.38 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1705.00 = 1052.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.79 8.23 5.350 1.71 LONGEST FLOWPATH FROM NODE 1695.00 TO NODE 1705.00 = 885.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.94 8.23 5.350 2 30.12 10.71 4.513 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.12 Tc(MIN.) = 10.71 TOTAL AREA(ACRES) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1705.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1690.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 263.90 DOWNSTREAM(FEET) = 262.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.27 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3 0.12 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.73 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1690.00 = 1072.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1690.00 TO NODE 1690.00 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 30.12 10.73 4.508 7.09 LONGEST FLOWPATH FROM NODE 1710.00 TO NODE 1690.00 = 1072.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 56.80 11.08 4.416 13.34 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1590.00 = 1559.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 85.76 10.73 4.508 2 86.31 11.08 4.416 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 86.31 Tc(MIN.) = 11.08 TOTAL AREA(ACRES) = 20.43 **************************************************************************** FLOW PROCESS FROM NODE 1690.00 TO NODE 1690.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 1690.00 TO NODE 1690.00 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.) = 11.08 RAINFALL INTENSITY(INCH/HR) = 4.42 TOTAL STREAM AREA(ACRES) = 20.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.31 **************************************************************************** FLOW PROCESS FROM NODE 1740.00 TO NODE 1745.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT' RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 290.00 DOWNSTREAM ELEVATION(FEET) = 287.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 1745.00 TO NODE 1750.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>»( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 287.50 DOWNSTREAM ELEVA.TION(FEET) = 275.00 STREET LENGTH(FEET) = 519.00 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 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 8.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.150 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.2 8 SUBAREA RUNOFF(CFS) = 6.26 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 7.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.98 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 1740.00 TO NODE 1750.00 = 619.00 FEET. FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.10 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1510.00 = 65.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1510.00 TO NODE 1510.00 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) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 1510.00 TO NODE 1510.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.74 RAIN INTENSITY(INCH/HOUR) = 5.15 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 15.41 **************************************************************************** FLOW PROCESS FROM NODE 1510.00 TO NODE 1510.00 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.) = 8.74 RAINFALL INTENSITY{INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.10 9.13 5.003 1.60 2 15.41 8.74 5.146 3.25 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 23.29 8.74 5.146 2 23.08 9.13 5.003 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.29 Tc(MIN.) = 8.74 TOTAL AREA(ACRES) = 4.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1510.00 = 65.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1510.00 TO NODE 1310.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 287.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 424.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.99 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.29 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 9.92 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1310.00 = 489.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1310.00 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.) = 9.92 RAINFALL INTENSITY{INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 4.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.29 **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1310.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.48 RAIN INTENSITY(INCH/HOUR) = 5.25 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 9.38 **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1310.00 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.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 5.25 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.29 9.92 4.742 4.85 2 9.38 8.48 5.247 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 30.42 8.48 5.247 2 31.76 9.92 4.742 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.76 Tc(MIN.) = 9.92 TOTAL AREA(ACRES) = 6.78 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1310.00 = 489.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1260.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 284.00 FLOW LENGTH(FEET) = 194.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.68 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.76 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 10.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1260.00 = 683.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1250.00 TO NODE 1250.00 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.) = 10.40 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.75 **************************************************************************** FLOW PROCESS FROM NODE 1250.00 TO NODE 1260.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.73 RAIN INTENSITY(INCH/HOUR) = 5.15 TOTAL AREA(ACRES) = 6.86 TOTAL RUNOFF(CFS) = 33.16 **************************************************************************** FLOW PROCESS FROM NODE 1260.00 TO NODE 1260.00 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.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 6.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 3.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.76 10.40 4.598 6.78 2 33.16 8.73 5.150 6.86 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 61.52 8.73 5.150 2 61.37 10.40 4.598 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.52 Tc(MIN.) = 8.73 TOTAL AREA(ACRES) = 13.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1260.00 = 683.00 FEET. ^***********************+*************************************************** FLOW PROCESS FROM NODE 1260.00 TO NODE 2000.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 285.10 DOWNSTREAM(FEET) = 280.58 FLOW LENGTH(FEET) = 168.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.38 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.52 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.93 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2000.00 = 851.60 FEET. **************************************************************************** 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) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.52 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2010.00 = 934.60 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.) = 9.06 RAINFALL INTENSITY(INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) =13.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.52 **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.86 RAIN INTENSITY(INCH/HOUR) = 4.01 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.74 **************************************************************************** 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) = 1.2 0 PEAK FLOW RATE(CFS) AT CONFLUENCE =4.74 **************************************************************************** FLOW PROCESS FROM NODE 2010.00 TO NODE 2010.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.51 RAIN INTENSITY(INCH/HOUR) = 5.24 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 4.73 **************************************************************************** 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) = 5.24 TOTAL STREAM AREA(ACRES) = 0.8 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 61.52 9.06 5.027 13.64 2 4.74 12.86 4.011 1.20 3 4.73 8.51 5.235 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 67.44 8.51 5.235 2 69.85 9.06 5.027 3 57.46 12.86 4.011 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.85 Tc(MIN.) = 9.06 TOTAL AREA(ACRES) = 15.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2010.00 = 934.60 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 25.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.99 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.85 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2020.00 = _^^4^60^FEET^^^^ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.72 TC(MIN.) = 9.14 PEAK FLOW RATE(CFS) = 69.85 END OF RATIONAL METHOD ANALYSIS APPENDIX 3 BACKBONE STORM DRAIN IMPROVEMENTS HYDRAULIC CAPACITY CALCULATIONS T:\Water Resource.s\2737-Bressi lndustrial\2nd Submittal\Report\Appendix.DOC SYS 100 - 265 TO 280 CAPACITY Worksheet for Circular Channel 'roject Description Worksheet SYS 100-265 TO 280 C Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Inpul Data Mannings Coeffic 0.013 Channel Slope 051000 tt/ft Diameter 36 in Results Depth 3.00 fl Discharge 150.62 cfs Flow Area 7.1 ft^ Wetted Perime 9.42 fl Top Width 0.00 fl Critical Depth 2.98 fl Percent Full 100.0 % Critical Slope 047567 ftm Velocity 21.31 ft/s Velocity Head 7.06 ft Specific Energ' 10.06 ft Froude Numbe 0.00 Maximum Disc 162.02 cfs Discharge Full 150.62 cfs Slope Full 051000 ft/ft Flow Type N/A Project Engineer: Adolph Lugo t:\...\2st submittal\flowmaster\indtm.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 06/09/04 09:47:33 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi SYS 1700 - 1675 TO 1690 CAPACITY Worksheet for Circular Channel ''rojecl Description Worksheet SYS 1700-1675 TO 1690 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coeffic 0.013 Channel Slope 027000 ft/ft Diameter 36 in Results Depth 3.00 ft Discharge 109.59 cfs Flow Area 7.1 ff2 Wetted Perime 9.42 ft Top Width 0.00 ft Critical Deplh 2.93 ft Percent Full 100.0 % Critical Slope 023971 ft/ft Velocity 15.50 ft/s Velocity Head 3.74 fl Specific Energ; 6.74 fl Froude Numbe 0.00 Maximum Disc 117.89 cts Discharge Full 109.59 cfs Slope Full 027000 ft/ft Flow Type N/A Project Engineer: Adolph Lugo t:\...\2st submittal\flowmaster\indtm.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 06/09/04 09:47:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-1-203-755-1666 Pagelofi SYS 1700 -1700 TO 1705 CAPACITY Worksheet for Circular Channel "'roject Description Worksheet SYS 1700-1700 TO 1705 Flow Element Circular Channel Method Manning's Fonnula Solve For Full Flow Capacity Inpul Data Mannings Coeffic 0.013 Channel Slope 022000 ft/ft Diameter 18 in Resulls Depth 1.50 fl Discharge 15.58 cfs Flow Area 1.8 tt^ Wetted Perime 4.71 ft Top Width 0.00 fl Critical Depth 1.42 fl Percenl Full 100.0 % Critical Slope 019025 ft/fl Velocity 8.82 ft/s Velocity Head 1.21 ft Specific Energ' 2.71 ft Froude Numbe 0.00 Maximum Disc 16.76 efs Discharge Full 15.58 cfs Slope Full 022000 ft/ft Flow Type N/A Project Engineer: Adolph Lugo t:\...\2st submittal\flowmaster\indtm.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 06/09/04 09:47:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi SYS 1800-NODE 1260 CAPACITY Worksheet for Circular Channel ^'roject Description Worksheet Flow Element Method Solve For SYS 1800-NODE 126C Circular Channel Manning's Formula Full Flow Capacity Input Data Mannings Coeffic 0.013 Channel Slope 004500 fl/ft Diameter 42 in Resulls Deplh 3.50 ft Discharge 67.49 cfs Flow Area 9.6 ft^ Wetted Perime 11.00 ft Top Width 0.00 fl Critical Depth 2.58 fl Percent Full 100.0 % Critical Slope 005663 ft/ft Velocity 7.01 ft/s Velocity Head 0.76 ft Specific Energ 4.26 ft Froude Numbe 0.00 Maximum Disc 72.60 cfs Discharge Full 67.49 cfs Slope Full 004500 ft/ft Flow Type N/A t:\...\2st submittaMlowmasterMndtm.fm2 06/09/04 09:48:11 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 SYS 100 - 320 TO 295 CAPACITY Worksheet for Circular Channel 'reject Descripiion Worksheet Flow Element Method Solve For SYS 200-320 TO 295 ( Circular Channel Manning's Formula Full Flow Capacity Input Data Mannings Coeffic 0.013 Channel Slope 069000 ft/ft Diameter 18 in Results Deplh 1.50 ft Discharge 27.59 cfs Flow Area 1.8 ft^ Wetted Perime 4.71 fl Top Width 0.00 ft Critical Depth 1.49 ft Percent Full 100.0 % Critical Slope 064646 ft/fl Velocity 15.61 fl/s Velocity Head 3.79 fl Specific Energ 5.29 ft Froude Numbe 0.00 Maximum Disc 29.68 cfs Discharge Full 27.59 cfs Slope Full 069000 ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\indtm.fm2 06/09/04 09:48:22 AM © Haestad Methods, Inc. Project Engineer: Adolph Lugo PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 SYS 500 - 1010 TO 1045 CAPACITY Worksheet for Circular Channel ''roject Descripiion Worksheet SYS 500-1010 TO 1045 Flow Element Circular Channel Method Manning's Fornula Solve For Full Flow Capacity Input Dala Mannings Coeffic 0.013 Channel Slope 046000 ft/ft Diameter 60 in Results Depth 5.00 ft Discharge 558.56 cfs Flow Area 19.6 ft^ Wetted Penme 15.71 fl Top Width 0.00 tt Critical Depth 4.97 tl Percent Full 100.0 % Crilical Slope 043086 ft/ft Velocily 28.45 ft/s Velocity Head 12.58 ft Specific Energ; 17.58 ft Froude Numbe 0.00 Maximum Disc 600.84 cfs Discharge Full 558.56 cfs Slope Full 046000 fVft Flow Type N/A Project Engineer: Adolph Lugo t:\...\2st submittal\flowmaster\indtm.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 06/09/04 09:48:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 ot 1 APPENDIX 4 DESILTING BASIN CALCULATIONS T:\Water Resources\2737-Bres.si Industriarast Submittal\Report\Appendix.DOC Notes 1. Node Nuinl)er shown on Node Number Map, Exhibit B. 2. Area is tiibutary acreage to desilting basin. 3. Ultimate Q ,oo based upon ultimate condition Q ioo rational calculations. 4. Riser QIOO based on a cleared and mass graded site using C = 0.55. 5. Debris volume is from City of San Diego Capacity Table as shown on page 128 of the City of San Diego Drainage Design Manual. Tlie capacities are more conservative than tlie 2-year sediment yield calculate using MUSLE. 6. Surtace area is desilting basin area assuming 2 feet of sediment deposition. 7. Ouflet pipe size based on normal depth calculation using Riser Q. 8 Riser pipe size calculated using weir .md orifice equations with flie sheet flow Q ,oo discharge. 9. Ho is flie height of ponding above flie top of flie riser. 10. Basin depfli assumes 2' sediment depth, 2' setfling depfli. Ho = 1.0', freeboard = l.C. 11. Weir widfli calculated assuming H = 1.0' (Q = 3.0 LH^'^), where Q = QRBER, L = 6' min, H = 1'. 12. Settling Area calculated assuming A, = 1.2*Qi(/V, where V, = 0.0062 fps Basin Outlet Summary Basin Outlet Pipes Diameter (in) Mannings Coefficient Channel Slope (tt/ft) Discharge Full (cfs) Velocity (fl/s) Maximum Discharge (cts) Flow Area (ft^) Critical Depth (tt) Outlel 1005 18.0 0.013 0.082000 30.08 17.02 32.36 1.8 1.49 Outlel 1055 18.0 0.013 0.010000 10.50 5.94 11.30 1.8 1.25 Outlet 110 30.0 0.013 0.010000 41.01 8.36 44.12 4.9 2.15 Outlet 1210 18.0 0.013 0.047000 22.77 12.89 24.50 1.8 1.48 Outlet 1230 18.0 0.013 0.014100 12.47 7.06 13.42 1.8 1.33 Outlet 125 18.0 0.013 0.010000 10.50 5.94 11.30 1.8 1.25 Outlet 1255 18.0 0.013 0.008400 9.63 5.45 10.35 1.8 1.20 Outlet 1305 18.0 0.013 0.190000 45.78 25.91 49.25 1.8 1.50 Outlel 140 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlel 1405 18.0 0.013 0.034000 19.37 10.96 20.83 1.8 1.46 Outlet 1505 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 1605 18.0 0.013 0.038000 20.48 11.59 22.03 1.8 1.47 Outlet 1620 18.0 0.013 0.012000 11.51 6.51 12.38 1.8 1.29 Outlet 1635 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Oullel 1685 18.0 0.013 0.140000 39.30 22.24 42.28 1.8 1.50 Outlet 1700 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 1715 24.0 0.013 0.01 OOOO 22.62 7.20 24.33 3.1 1.69 Outlet 190 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 205 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 220 18.0 0.013 0.015000 12.86 7.28 13.84 1.8 1.35 Outlel 235 18.0 0.013 0.035400 19.76 11.18 21.26 1.8 1.47 Outlel 250 24.0 0.013 0.01 OOOO 22.62 7.20 24.33 3.1 1.69 Outlet 510 18.0 0.013 0.016000 13.29 7.52 14.29 1.8 1.36 Outlet 525 18.0 0.013 0.056000 24.86 14.07 26.74 1.8 1.49 Outlet 545 24.0 0.013 0.017000 29.49 9.39 31.73 3.1 1.85 Outlet 560 18.0 0.013 0.010000 10.50 5.94 11.30 1.8 1.25 Outlet 610 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 625 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 675 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 695 24.0 0.013 0.024000 35.04 11.16 37.70 3.1 1.92 Outlel 715 18.0 0.013 0.036000 19.93 11.28 21.44 1.8 1.47 Outlet 770 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 805 18.0 0.013 0.120000 36.39 20.59 39.14 1.8 1.50 Outlet 820 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 845 18.0 0.013 0.017000 13.70 7.75 14.73 1.8 1.37 Outlel 865 18.0 0.013 0.01 OOOO 10.50 5.94 11.30 1.8 1.25 Outlet 902 18.0 0.013 0.034000 19.37 10.96 20.83 1.8 1.46 Outlet 905 18.0 0.013 0.072000 28.18 15.95 30.32 1.8 1.49 Outlet 960 18.0 0.013 0.194900 46.37 26.24 49.88 1.8 1.50 Outlet 975 18.0 0.013 0.010000 10.50 5.94 11.30 1.8 1.25 Outlel 990 18.0 0.013 0.220000 49.27 27.88 53.00 1.8 1.50 t:\...\2st submittal\flowmaster\desilt basins.fm2 05/14/04 11:17:41 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Basin Riser Weir Summary Riser Inlet Node No. Discharge (cfs) Discharge Coefficient (US) Crest Length (ft) Headwater Height Above Crest (ft) Flow Area (ft^) Velocily (tt/s) Riser 1005 6.09 3.00 2.03 1.00 2.0 3.00 Riser 1055 5.03 3.00 1.68 1.00 1.7 3.00 Riser 110 28.45 3.00 9.48 1.00 9.5 3.00 Riser 1210 6.29 3.00 2.10 1.00 2.1 3.00 Riser 1230 5.53 3.00 1.84 1.00 1.8 3.00 Riser 125 7.95 3.00 2.65 1.00 2.6 3.00 Riser 1255 9.31 3.00 3.10 1.00 3.1 3.00 Riser 1305 6.62 3.00 2.21 1.00 2.2 3.00 Riser 140 5.59 3.00 1.86 1.00 1.9 3.00 Riser 1505 9.51 3.00 3.17 1.00 3.2 3.00 Riser 1605 7.06 3.00 2.35 1.00 2.4 3.00 Riser 1620 9.34 3.00 3.11 1.00 3.1 3.00 Riser 1635 6.88 3.00 2.29 1.00 2.3 3.00 Riser 1685 39.30 3.00 13.10 1.00 13.1 3.00 Riser 1700 5.66 3.00 1.89 1.00 1.9 3.00 Riser 1715 12.35 3.00 4.12 1.00 4.1 3.00 Riser 190 5.74 3.00 1.91 1.00 1.9 3.00 Riser 205 6.25 3.00 2.08 1.00 2.1 3.00 Riser 220 5.96 3.00 1.99 1.00 2.0 3.00 Riser 235 5.14 3.00 1.71 1.00 1.7 3.00 Riser 250 10.94 3.00 3.65 1.00 3.6 3.00 Riser 510 12.29 3.00 4.10 1.00 4.1 3.00 Riser 525 10.16 3.00 3.39 1.00 3.4 3.00 Riser 545 25.65 3.00 8.55 1.00 8.5 3.00 Riser 560 7.20 3.00 2.40 1.00 2.4 3.00 Riser 610 7.68 3.00 2.56 1.00 2.6 3.00 Riser 625 9.47 3.00 3.16 1.00 3.2 3.00 Riser 675 9.94 3.00 3.31 1.00 3.3 3.00 Riser 695 18.98 3.00 6.33 1.00 6.3 3.00 Riser 715 19.00 3.00 6.33 1.00 6.3 3.00 Riser 770 6.42 3.00 2.14 1.00 2.1 3.00 Riser 805 13.38 3.00 4.46 1.00 4.5 3.00 Riser 820 6.15 3.00 2.05 1.00 2.1 3.00 Riser 845 5.84 3.00 1.95 1.00 1.9 3.00 Riser 865 6.75 3.00 2.25 1.00 2.2 3.00 Riser 902 5.66 3.00 1.89 1.00 1.9 3.00 Riser 905 21.78 3.00 7.26 1.00 7.3 3.00 Riser 960 6.90 3.00 2.30 1.00 2.3 3.00 Riser 975 8.19 3.00 2.73 1.00 2.7 3.00 Riser 990 5.87 3.00 1.96 1.00 2.0 3.00 Rise! 1405 5.77 3.00 1.92 1.00 1.9 3.00 t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 11:19:37 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Basin Riser Orifice Summary Basin Outlet Node No. Discharge (cfs) Headwater Elevation (ft) Discharge Coefficient (US) Opening Area (ft=) Velocity (ft/s) Orifice 1005 Orifice 1055 Orifice 110 Orifice 1210 Orifice 1230 Orifice 125 Orifice 1255 Orifice 1305 Orifice 140 Orifice 1405 Orifice 1605 Orifice 1620 Orifice 1635 Orifice 1685 Orifice 1700 Orifice 1715 Orifice 190 Orifice 205 Orifice 220 Orifice 235 Orifice 250 Orifice 510 Orifice 525 Orifice 545 Orifice 560 Orifice 610 Orifice 625 Orifice 675 Orifice 695 Orifice 715 Orifice 770 Orifice 805 Orifice 820 Orifice 845 Orifice 865 Orifice 9.51 Orifice 902 Orifice 905 Orifice 960 Orifice 975 Orifice 990 6.09 5.03 28.45 6.29 5.53 7.95 9.31 6.62 5.59 5.77 7.06 9.34 6.88 11.40 5.66 12.35 5.74 6.25 5.96 5.14 10.94 12.29 10.16 25.65 7.20 7.68 9.47 9.94 18.98 19.00 6.42 13.38 6.15 5.84 6.75 9.51 5.66 21.78 6.90 8.19 5.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.3 1.0 5.9 1.3 1.1 1.7 1.9 1.4 1.2 1.2 1.5 1.9 1.4 2.4 1.2 2.6 1.2 1.3 1.2 1.1 2.3 2.6 2.1 5.3 1.5 1.6 2.0 2.1 3.9 3.9 1.3 2.8 1.3 1.2 1.4 2.0 1.2 4.5 1.4 1.7 1.2 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 4.81 t:\...\2st submittal\flowmaster\desilt basins.fm2 05/14/04 11:19:07 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel ''roject Description Worksheet Flow Element Method Solve For Outlet Pipe 110 Circular Channe Manning's Forrr Full Flow Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 30.0 in Results Depth 2.50 ft Discharge 41.01 cfs Flow Area 4.9 ft^ Wetted Perime 7.85 ft Top Width 0.00 ft Critical Depth 2.15 ft Percenl Full 100.0 % Critical Slope 009257 ft/ft Velocity 8.36 ft/s Velocily Head 1.08 ft Specific Energ' 3.58 fl Froude Numbe 0.00 Maximum Disc 44.12 cfs Discharge Full 41.01 cfs Slope Full 01OOOO ft/fl Flow Type N/A t:\...\2st submittal\flowmaster\desilt basins.fm2 05/08/04 02:00:00 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'roject Description Worksheet Type Solve For Riser 110 Generic W Crest Leng Input Data Discharge 28.45 cfs Headwater Elevat 1.00 tt Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 9.48 ft Headwater Height Abov 1.00 fl Flow Area 9.5 112 Velocity 3.00 fl/s Welted Perimeter 11.48 ft Top Width 9.48 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/08/04 02:54:02 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 •'reject Description Worksheet Type Solve For Orifice 110 Generic Orifk Opening Are; Input Data Discharge 28.45 cfs Headwater Elevat 1.00 tt Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 fl Discharge Coeffic 0.60 Results Opening Area 5.9 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 tt/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desilt basins.tm2 05/10/04 09:38:49 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlet 1685 Flow Element Circular Channe Method Manning's Fern- Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 140000 ft/fl Diameter 18.0 in Results Depth 1.50 ft Discharge 39.30 cfs Flow Area 1.8 ft= Welled Perime 4.71 fl Top Width 0.00 ft Critical Depth 1.50 ft Percent Full 100.0 % Crilical Slope 135505 ft/tt Velocity 22.24 ft/s Velocity Head 7.69 ft Specific Energ; 9.19 ft Froude Numbe 0.00 Maximum Disc 42.28 cfs Discharge Full 39.30 cfs Slope Full 140000 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/08/04 02:37:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1656 Page 1 of 1 'roject Description Worksheet Type Solve For Riser 1685 Generic W Crest Lena Input Data Discharge 39.30 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 13.10 fl Headwater Heighl Abo\; 1.00 tt Flow Area 13.1 tl2 Velocity 3.00 ft/s Wetted Perimeter 15.10 fl Top Widlh 13.10 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/08/04 02:55:16 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'roject Description Worksheet Type Solve For Orifice 1685 Generic Orifit Opening Are; Input Data Discharge 11.40 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 fl Tailwater Elevatio 0.00 tt Discharge Coeffic 0.60 Resulls Opening Area 2.4 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 tt/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desllt basinE.fm2 05/10/04 08:47:37 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Method Solve For Outlet 1605 Circular Channe Manning's Forrr Full Flow Capat Input Data Mannings Coeffic 0.013 Channel Slope 038000 ft/tt Diameler 18.0 in Resulls Deplh 1.50 fl Discharge 20.48 cfs Flew Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 fl Critical Depth 1.47 fl Percenl Full 100.0 % Critical Slope 034056 tt/ft Velocity 11.59 ft/s Velocity Head 2.09 ft Specific Energ 3.59 ft Froude Numbe 0.00 Maximum Disc 22.03 cfs Discharge Full 20.48 cfs Slope Full 038000 ft* Flow Type N/A t:\...\2st submlttal\flowmaster\desilt basins.tm2 05/08/04 02:49:48 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 1605 Generic W Crest Leng Inpul Data Discharge 7.06 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.35 ft Headwater Height Abov 1.00 ft Flow Area 2.4 fP Velocity 3.00 tt/s Wetted Perimeter 4.35 fl Top Width 2.35 ft t:'\...\2st submittal\flowmaster\desilt basins.fm2 05/08/04 02:57:35 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 ot 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 1605 Generic Orific Opening Are; Inpul Data Discharge 7.06 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.5 ft^ Headwater Heighl Above M .00 ft Tailwater Height Above Ci 0.00 ft Velocily 4.81 ft/s t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/10/04 09:47:21 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1566 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Descripiion Worksheet Outlet 1620 Flow Element Circular Channe Melhod Manning's Forrr Solve For Full Flow Capae Inpul Data Mannings Coeffic 0.013 Channel Slope 012000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 11.51 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 fl Critical Deplh 1.29 ft Percent Full 100.0 % Critical Slope 011073 ft/fl Velocily 6.51 ft/s Velocity Head 0.66 fl Specific Energ; 2.16 ft Froude Numbe 0.00 Maximum Disc 12.38 cfs Discharge Full 11.51 cfs Slope Full 012000 ftm Flow Type N/A Projecl Engineer: PDC t:\...\2sl submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/08/04 03:05:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1566 Page 1 of 1 Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 1620 Generic W Crest Leng Input Data Discharge 9.34 cfs Headwater Elevat 1.00 fl Crest Elevation 0.00 fl Discharge Coeffic 3.00 US Results Crest Length 3.11 fl Headwater Height Abov 1.00 fl Flow Area 3.1 ft2 Velocity 3.00 ft/s Wetted Perimeter 5.11 ft Top Width 3.11 fl t:\...\2st submittal\flowmaster\desllt basins.fm2 05/08/04 03:06:41 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Descripiion Worksheet Type Solve For Orifice 1620 Generic Orific Opening Are; Inpul Data Discharge 9.34 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Resulls Opening Area 1.9 ft== Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 fVs t:\...\2st submittal\flowmaster\desllt basins.fm2 05/10/04 09:50:38 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Method Solve For Outlel 1005 Circular Channe Manning's Forrr Full Flow Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 082000 ft/ft Diameter 18.0 in Results Deplh 1.50 fl Discharge 30.08 Cts Flow Area 1.8 ft^ Wetted Perime 4.71 ft Tep Width 0.00 ft Crilical Depth 1.49 ft Percent Full 100.0 % Critical Slope 077591 ft/fl Velocity 17.02 ft/s Velocity Head 4.50 ft Specific Energ' 6.00 tt Froude Numbe 0.00 Maximum Disc 32.36 cfs Discharge Full 30.08 cfs Slope Full 082000 ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\desllt basins.fm2 05/08/04 03:12:49 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1656 Projecl Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 1005 Generic W Crest Leng Input Dala Discharge 6.09 cfs Headwater Elevat 1.00 fl Crest Elevation 0.00 tl Discharge Coeffic 3.00 US Results Crest Length 2.03 ft Headwater Height Abov 1.00 ft Flow Area 2.0 ft2 Velocity 3.00 ft/s Wetted Perimeter 4.03 ft Top Width 2.03 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/08/04 03:14:35 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 1005 Generic Orific Opening Are; Inpul Dala Discharge 6.09 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.3 ft^ Headwater Heighl Above 11.00 ft Tailwater Height Above Ci 0.00 fl Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 09:53:53 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel •'reject Description Worksheet Outlet 902 Flow Element Circular Channe Method Manning's Fern Solve For Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 034000 ft/fl Diameler 18.0 in Results Depth 1.50 ft Discharge 19.37 Cfs Flew Area 1.8 ft^ Wetted Perime 4.71 fl Top Width 0.00 ft Critical Depth 1.46 ft Percenl Full 100.0 % Critical Slope 030176 ft/fl Velocity 10.96 ft/s Velocity Head 1.87 ft Specific Energ; 3.37 ft Froude Numbe 0.00 Maximum Disc 20.83 cfs Discharge Full 19.37 cfs Slope Full 034000 ft/fl Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/08/04 03:23:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 902 Generic W Crest Leng Input Data Discharge 5.66 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Lenglh 1.89 fl Headwater Heighl Abov 1.00 ft Flow Area 1.9 fl= Velocity 3.00 ft/s Welted Perimeter 3.89 ft Top Width 1.89 ft t:\...\2sl submittal\flowmaster\desilt basins.tm2 05/08/04 03:24:05 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 902 Generic Orific Opening Are; Input Data Discharge 5.66 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 tt Tailwater Elevatio 0.00 tt Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Heighl Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt baslns.fm2 05/10/04 09:56:20 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1 -203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Method Solve Fer Outlet 905 Circular Channe Manning's Forrr Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 072000 ft/ft Diameler 18.0 in Results Deplh 1.50 tt Discharge 28.18 cfs Flow Area 1.8 ft^ Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.49 ft Percent Full 100.0 % Critical Slope 067631 ft/fl Velocity 15.95 ft/s Velocity Head 3.95 ft Specific Energ; 5.45 ft Froude Numbe 0.00 Maximum Disc 30.32 cfs Discharge Full 28.18 cfs Slope Full 072000 ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\desllt basins.fm2 05/10/04 07:31:38 AM © Haestad Methods. Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 905 Generic W Crest Leng Input Dala Discharge 21.78 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 7.26 ft Headwater Height Abov 1.00 ft Flow Area 7.3 fl2 Velocity 3.00 fl/s Wetted Perimeter 9.26 fl Top Width 7.26 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 08:05:42 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve Fer Orifice 905 Generic Orific Opening Are; Input Data Discharge 21.78 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 tt Discharge Coeffic 0.60 Results Opening Area 4.5 ft^ Headwater Heighl Above > 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 10:00:51 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Oullel 805 Flow Element Circular Channe Method Manning's Fom Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 120000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 36.39 cfs Flow Area 1.8 ft^ Welled Perime 4.71 ft Top Widlh 0.00 ft Critical Depth 1.50 fl Percenl Full 100.0 % Crilical Slope 115681 fl/ft Velocity 20.59 tt/s Velocity Head 6.59 fl Specific Energ' 8.09 ft Froude Numbe 0.00 Maximum Disc 39.14 cfs Discharge Full 36.39 cfs Slope Full 120000 ftm Flow Type N/A Project Engineer: PDC t:V..\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 07:42:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Worksheet Worksheet for Generic Weir "'reject Description Worksheet Type Solve For Riser 805 Generic W Crest Leng Input Dala Discharge 13.38 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 fl Discharge Coeffic 3.00 US Resulls Crest Length 4.46 fl Headwater Heighl Abov 1.00 ft Flow Area 4.5 fl^ Velocity 3.00 ft/s Wetted Perimeter 6.46 ft Top Width 4.46 fl t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 08:09:15 AM © Haestad Methods, PROJECTDESIGN CONSULTANTS Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 805 Generic Orific Opening Are; Input Data Discharge 13.38 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 fl Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Resulls Opening Area 2.8 tl^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desill basins.fm2 05/10/04 10:05:21 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1655 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlet 820 Flow Element Circular Channe Method Manning's Fom Solve For Full Flow Capae Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Deplh 1.50 ft Discharge 10.50 Cfs Flow Area 1.8 ft^ Wetted Perime 4.71 ft Top Width 0.00 ft Crilical Depth 1.25 tt Percent Full 100.0 % Critical Slope 009774 ft/fl Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A Projecl Engineer: PDC t:V..\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS " FlowMaster v7.0 [7.0005] 05/10/04 07:51:56 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 820 Generic W Crest Leng Input Dala Discharge 6.15 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.05 tt Headwater Height Abov 1.00 ft Flow Area 2.1 ffS Velocity 3.00 ft/s Wetted Perimeter 4.05 ft Tep Width 2.05 ft t:\...\2st submittal\flowmaster\desllt basins.fm2 05/10/04 08:11:56 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1 -203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Pace 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Descripiion Worksheet Type Solve For Orifice 820 Generic Orific Opening Are; Input Data Discharge 6.15 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 fl Discharge Coeffic 0.60 Results Opening Area 1.3 ft^ Headwater Height Above ' 1.00 fl Tailwater Heighl Above Ci 0.00 tt Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desllt basins.fm2 05/10/04 10:08:17 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlet 845 Flow Element Circular Channe Method Manning's Forrr Solve For Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 017000 ftm Diameter 18.0 in Results Depth 1.50 ft Discharge 13.70 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft , Top Width 0.00 tt Crilical Depth 1.37 ft Percent Full 100.0 % Crilical Slope 014795 tt/ft Velocity 7.75 ft/s Velocity Head 0.93 ft Specific Energ; 2.43 tt Froude Numbe 0.00 Maximum Disc 14.73 cfs Discharge Full 13.70 cfs Slope Full 017000 tt/ft Flow Type N/A Project Engineer: PDC t:V..\2sl submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 08:03:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 845 Generic W Crest Leng Input Data Discharge 5.84 cfs Headwater Elevat 1.00 fl Crest Elevation 0.00 tl Discharge Coeffic 3.00 US Results Crest Length 1.95 ft Headwater Height Abov 1.00 fl Flow Area 1.9 ft^ Velocity 3.00 ft/s Wetted Perimeter 3.95 ft Top Width 1.95 ft t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/10/04 10:12:33 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 ot 1 Worksheet Worksheet for Generic Orifice 'roject Descripiion Worksheet Type Solve Fer Orifice 845 Generic Orific Opening Are; Input Data Discharge 5.84 cfs Headwater Elevat 1.00 tt Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 fl^ Headwater Height Above M .00 ft Tailwater Height Above Ci 0.00 tt Velocity 4.81 ft/s t:\...\2st submittaMlowmasterXdesilt basins.fm2 05/10/04 10:13:16 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlel 990 Flow Element Circular Channe Method Manning's Forrr Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 220000 ft/tl Diameter 18.0 in Results Depth 1.50 ft Discharge 49.27 cfs Flew Area 1.8 ff2 Wetted Perime 4.71 fl Top Width 0.00 ft Critical Depth 1.50 ft Percent Full 100.0 % Critical Slope 215465 ft/ft Velocity 27.88 ft/s Velocity Head 12.08 fl Specific Energ; 13.58 ft Froude Numbe 0.00 Maximum Disc 53.00 cfs Discharge Full 49.27 cts Slope Full 220000 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submlttal\flowmaster\desllt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 08:21:07 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 990 Generic W Crest Leng Input Data Discharge 5.87 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Lenglh 1.96 fl Headwater Height Abov 1.00 fl Flow Area 2.0 ft^ Velocity 3.00 tt/s Wetted Perimeter 3.96 ft Top Width 1.96 ft t:V..\2sl submittal\flowmaster\desllt basins.Im2 05/10/04 08:22:00 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA t-1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Descripiion Worksheet Type Solve Fer Orifice 990 Generic Orific Opening Are; Inpul Data Discharge 5.87 cts Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 it^ Headwater Height Above ' 1.00 fl Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/10/04 10:18:07 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel •'reject Description Worksheet Oullel 715 Flow Element Circular Channe Melhod Manning's Forn Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 036000 tVfl Diameter 18.0 in Results Depth 1.50 ft Discharge 19.93 cts Flew Area 1.8 ft^ Wetted Perime 4.71 fl Top Width 0.00 fl Critical Depth 1.47 fl Percent Full 100.0 % Critical Slope 032120 fl/ft Velocity 11.28 ft/s Velocity Head 1.98 ft Specific Energ; 3.48 ft Froude Numbe 0.00 Maximum Disc 21.44 cfs Discharge Full 19.93 cts Slope Full 036000 ft/ft Flow Type N/A Project Engineer: PDC t:\.,.\2st submlttal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 08:28:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1665 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 715 Generic W Crest Leng Input Data Discharge 19.00 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Lenglh 6.33 fl Headwater Height Abov 1.00 fl Flow Area 6.3 fl2 Velocity 3.00 fl/s Wetted Perimeter 8.33 fl Top Width 6.33 ft t:\...\2st submittal\flowmaster\desilt basins.tm2 05/10/04 08:29:02 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 715 Generic Orific Opening Are; Input Data Discharge 19.00 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 fl Tailwater Elevatio 0,00 ft Discharge Coeffic 0.60 Results Opening Area 3.9 fl^ Headwater Height Above 11.00 ft Tailwater Heighl Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS 05/10/04 10:22:15 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Paae 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flew Element Method Solve For Outlet 695 Circular Channe Manning's Forrr Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 024000 ft/fl Diameter 24.0 in Results Depth 2.00 tt Discharge 35.04 cfs Flew Area 3.1 ft2 Welted Perime 6.28 ft Top Width 0,00 ft Critical Depth 1.92 ft Percenl Full 100.0 % Critical Slope 020913 ft/ft Velocity 11.16 tt/s Velocity Head 1.93 ft Specific Energ' 3.93 tl Froude Numbe 0.00 Maximum Disc 37.70 cfs Discharge Full 35.04 cfs Slope Full 024000 ft/fl Flew Type N/A t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/10/04 08:38:53 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve Fer Riser 695 Generic W Crest Leng Inpul Data Discharge 18.98 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 fl Discharge Coeffic 3.00 US Results Crest Length 6.33 tt Headwater Height Abov 1.00 tt Flow Area 6.3 tt2 Velocity 3.00 ft/s Wetted Perimeter 8.33 ft Top Width 6.33 fl t:\...\2st submittal\flowmaster\desllt basins.tm2 05/10/04 08:39:53 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of l Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve Fer Orifice 695 Generic Orific Opening Are; Input Data Discharge 18.98 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 tt Tailwater Elevatio 0.00 fl Discharge Coeffic 0.60 Results Opening Area 3.9 ft^ Headwater Height Above ' 1.00 ft Tailwater Heighl Above Ci 0.00 ft Velocity 4.81 tt/s t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/10/04 10:26:29 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Oullel 625 Flow Element Circular Channe Method Manning's Fern Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/fl Diameler 18.0 in Results Deplh 1.50 tt Discharge 10.50 cts Flow Area 1.8 fl2 Wetted Perime 4.71 ft Tep Width 0.00 fl Crilical Depth 1.25 fl Percent Full 100.0 % Crilical Slope 009774 ft/ft Velocily 5.94 tt/s Velocity Head 0.55 ft Specific Energ 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cts Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submlttal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 10:32:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve Fer Riser 625 Generic W Crest Leng Inpul Data Discharge 9.47 cfs Headwater Elevat 1.00 fl Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 3.16 tt Headwater Height Abov 1.00 tl Flow Area 3.2 ft2 Velocity 3.00 ft/s Wetted Perimeter 5.16 fl Top Width 3.16 tl t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 10:33:59 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 625 Generic Orific Opening Are; Input Data Discharge 9.47 cts Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.0 ft^ Headwater Height Above ' 1.00 fl Tailwater Height Above Ci 0.00 fl Velocily 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 10:34:51 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Projeot Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flew Element Method Solve For Outlet 610 Circular Channe Manning's Forrr Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/fl Diameter 18.0 in Resulls Deplh 1.50 tl Discharge 10.50 cfs Flow Area 1.8 tt^ Wetted Perime 4.71 ft Top Widlh 0.00 ft Critical Depth 1.25 fl Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 tt Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\...\2st submlltal\flowmaster\desllt basins.fm2 05/10/04 10:42:32 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 610 Generic W Crest Leng Input Data Discharge 7.68 cfs Headwater Elevat 1.00 tt Crest Elevation 0.00 fl Discharge Coeffic 3.00 US Resulls Crest Length 2.56 tt Headwater Height Abov 1.00 ft Flow Area 2.6 ft^ Velocity 3.00 fl/s Wetted Perimeter 4.56 fl Tep Width 2.56 ft t:\...\2st submittaI\tlowmaster\desilt basins.fm2 05/10/04 10:43:42 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "reject Descripiion Worksheet Type Solve For Orifice 610 Generic Orific Opening Are; Input Data Discharge 7.68 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 fl Tailwater Elevatio 0.00 fl Discharge Coeffic 0.60 Results Opening Area 1.6 tt^ Headwater Height Above ' 1.00 tt Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 10:44:39 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1655 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'roject Descripiion Worksheet Outlet 545 Flow Element Circular Channe Method Manning's Fern Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 017000 ft/ft Diameter 24.0 in Results Depth 2.00 ft Discharge 29.49 cfs Flow Area 3.1 ft^ Wetted Perime 6.28 ft Top Width 0.00 ft Critical Depth 1.85 ft Percenl Full 100.0 % Critical Slope 014716 ft/tt Velocity 9.39 tt/s Velocity Head 1.37 tt Specific Energ; 3.37 tt Froude Numbe 0.00 Maximum Disc 31.73 cfs Discharge Full 29.49 cfs Slope Full 017000 ftm Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt basrns.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/10/04 10:52:58 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1566 Pagelofi Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 545 Generic W Crest Leng Input Data Discharge 25.65 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Resulls Crest Length 8.55 tt Headwater Height Abov 1.00 ft Flow Area 8.5 ft= Velocity 3.00 tt/s Wetted Perimeter 10.55 ft Top Width 8.55 ft t:\...\2sl submittal\flowmaster\desllt basins.tm2 05/10/04 10:54:08 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve Fer Orifice 545 Generic Orific Opening Are; Inpul Data Discharge 25.65 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 5.3 fl^ Headwater Height Above 11.00 fl Tailwater Height Above Ci 0.00 tl Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/10/04 10:54:51 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "roject Description Worksheet Outlet 1305 Flow Element Circular Channe Method Manning's Forn Solve For Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 190000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 45.78 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Tep Width 0.00 fl Critical Depth 1.50 ft Percenl Full 100.0 % Critical Slope 185482 fl/ft Velocity 25.91 ft/s Velocity Head 10.43 fl Specific Energ 11.93 ft Froude Numbe 0.00 Maximum Disc 49.25 cfs Discharge Full 45.78 cfs Slope Full 190000 ft/tt Flow Type N/A Project Engineer: PDC t:\...\2st submlttal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 10:20:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1566 Page 1 of 1 Worksheet Worksheet for Generic Weir "reject Description Worksheet Type Solve For Riser 1305 Generic W Crest Leng Inpul Data Discharge 6.62 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Resulls Crest Length 2.21 tt Headwater Height Abov 1.00 fl Flow Area 2.2 ft2 Velocity 3.00 ft/s Wetted Perimeter 4.21 ft Tep Width 2.21 ft t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/13/04 10:27:36 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "roject Descripiion Worksheet Type Solve Fer Orifice 1305 Generic Orifk Opening Are; Input Data Discharge 6.62 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 tt Tailwater Elevatio 0.00 fl Discharge Coeffic 0.60 Results Opening Area 1.4 tt^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 tl Velocily 4.81 ft/s t:V..\2st submittal\flowmaster\desilt basins.fm2 05/13/04 10:23:45 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Descripiion Worksheet Flew Element Method Solve For Outlet 1255 Circular Channe Manning's Forrr Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 008400 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 9.63 cfs Flew Area 1.8 ft= Wetted Perime 4.71 ft Tep Width 0.00 ft Critical Depth 1.20 ft Percenl Full 100.0 % Critical Slope 008819 ftm Velocity 5.45 ft/s Velocity Head 0.46 ft Specific Energ 1.96 ft Froude Numbe 0.00 Maximum Disc 10.36 cts Discharge Full 9.63 cfs Slope Full 008400 ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 10:42:19 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir "reject Description Worksheet Type Solve For Riser 1255 Generic W Crest Leno Input Data Discharge 9.31 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Lenglh 3.10 ft Headwater Height Abov 1.00 tt Flow Area 3.1 ft2 Velocity 3.00 tt/s Wetted Perimeter 5.10 fl Top Width 3.10 fl t:\...\2st submittal\flowmaster\desilt basins.tm2 05/13/04 10:45:42 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "reject Description Worksheet Type Solve For Orifice 1255 Generic Orifk Opening Are; Input Data Discharge 9.31 cfs Headwater Elevat 1.00 tt Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.9 fl^ Headwater Height Above ' 1.00 tl Tailwater Height Above Ci 0.00 ft Velocity 4.81 tfs t:V..\2st submlttal\flowmaster\desilt basins.fm2 05/13/04 10:46:29 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "roject Description Worksheet Flow Element Method Solve For Outlel 1210 Circular Channe Manning's Fern Full Flew Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 047000 ft/fl Diameter 18.0 in Results Depth 1.50 ft Discharge 22.77 cfs Flew Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.48 ft Percent Full 100.0 % Critical Slope 042856 ft/ft Velocity 12.89 ft/s Velocity Head 2.58 ft Specific Energ 4.08 ft Froude Numbe 0.00 Maximum Disc 24.50 cfs Discharge Full 22.77 cfs Slope Full 047000 ft/ft Flow Type N/A t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/13/04 10:52:04 AM © Haestad Methods, Inc PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Projecl Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 ot 1 Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 1210 Generic W Crest Leng Input Data Discharge 6.29 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.10 ft Headwater Height Abov 1.00 ft Flew Area 2.1 ft2 Velocity 3.00 ft/s Wetted Perimeter 4.10 ft Tep Width 2.10 ft t:\...^>2st submittaMlowmasteAdesllt basins.fm2 PROJECTDESIGN CONSULTANTS 05/13/04 10:53:09 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "reject Description Worksheet Type Solve For Orifice 1210 Generic Orific Opening Are; Input Data Discharge 6.29 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.3 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s i:\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 10:54:13 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1555 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlel 1230 Flow Element Circular Channe Method Manning's Forrr Solve Fer Full Flew Capac Inpul Dala Mannings Coeffic 0.013 Channel Slope 014100 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 12.47 cfs Flow Area 1.8 Wetted Perime 4.71 ft Tep Width 0.00 ft Critical Depth 1.33 ft Percent Full 100.0 % Critical Slope 012562 ftm Velocity 7.06 ft/s Velocity Head 0.77 ft Specific Energ; 2.27 ft Froude Numbe 0.00 Maximum Disc 13.42 cts Discharge Full 12.47 cts Slope Full 014100 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 11:03:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve Fer Riser 1230 Generic W Crest Leng Input Dala Discharge 5.53 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 1.84 ft Headwater Height Abov 1.00 ft Flow Area 1.8 ft2 Velocity 3.00 ft/s Wetted Perimeter 3.84 ft Tep Width 1.84 ft t:\...'\2st submittal\flowmaster\desilt basins.fm2 05/13/04 11:04:44 AM © Haestad Methods, Inc PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1555 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'roject Description Worksheet Type Solve For Orifice 1230 Generic Orifk Opening Are; Inpul Data Discharge 5.53 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.1 ft^ Headwater Height Above 11.00 ft Tailwater Heighl Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 11:05:24 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1565 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flew Element Method Solve For Outlet 960 Circular Channe Manning's Fom Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 194900 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 46.37 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Widlh 0.00 ft Critical Depth 1.50 ft Percent Full 100.0 % Critical Slope 190381 ft/ft Velocity 26.24 ft/s Velocity Head 10.70 ft Specific Energ; 12.20 ft Froude Numbe 0.00 Maximum Disc 49.88 cfs Discharge Full 46.37 cfs Slope Full 194900 ftm Flow Type N/A t:V..\2st submlttal\flowmasler\desilt basins.fm2 05/13/04 11:09:33 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 "reject Description Worksheet Type Solve For Riser 960 Generic W Crest Leng Input Data Discharge 6.90 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.30 ft Headwater Height Abov 1.00 ft Flow Area 2.3 ft^ Velocity 3.00 ft/s Wetted Perimeter 4.30 ft Top Width 2.30 ft Worksheet Worksheet for Generic Weir t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/13/04 11:10:20 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS ' Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'roject Description Worksheet Type Solve For Orifice 960 Generic Orific Opening Are; Inpul Data Discharge 6.90 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.4 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above & 0.00 ft Velocity 4.81 Ws t:\...\2st submittal\flowmaster\deslll basins.tm2 05/13/04 11:10:59 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Outlel 220 Flow Element Circular Channe Method Manning's Fern Solve For Full Flew Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Diameter 18.0 in Resulls Depth 1.50 ft Discharge 12.86 cts Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.35 ft Percent Full 100.0 % Critical Slope 013234 ft/ft Velocity 7.28 ft/s Velocity Head 0.82 ft Specific Energ; 2.32 ft Froude Numbe 0.00 Maximum Disc 13.84 cfs Discharge Full 12.86 cfs Slope Full 015000 ft/ft Flow Type N/A Project Engineer: PDC f\ \2st submlttal\flowmaster\desllt basins.tm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 02:49:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Pagelofi "reject Description Worksheet Type Solve For Riser 220 Generic W Crest Lena Input Data Discharge 5.96 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 1.99 ft Headwater Heighl Abov 1.00 ft Flow Area 2.0 ft2 Velocity 3.00 ft/s Wetted Perimeter 3.99 ft Top Width 1.99 ft t:\...\2st submittal\flowmaster\desllt basins.fm2 05/13/04 02:50:03 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'reject Description Worksheet Type Solve For Orifice 220 Generic Orific Opening Are; Input Data Discharge 5.96 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Heighl Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocily 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\llowmaster\desllt basins.fm2 05/13/04 02:50:43 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1565 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page l of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Outlel 235 Flow Element Circular Channe Method Manning's Forrr Solve Fer Full Flow Capac Input Dala Mannings Coeffic 0.013 Channel Slope 035400 ftm Diameter 18.0 In Results Depth 1.50 ft Discharge 19.76 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.47 ft Percenl Full 100.0 % Critical Slope 031541 ft/ft Velocity 11.18 ft/s Velocity Head 1.94 ft Specific Energ; 3.44 ft Froude Numbe 0.00 Maximum Disc 21.26 cfs Discharge Full 19.76 cfs Slope Full 035400 ft/ft Flew Type N/A Projeot Engineer: PDC f \ \2stsubmittal\tlowmaster\desiltbasins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 03:31:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1555 Pagelofi Worksheet Worksheet for Generic Weir "reject Description Worksheet Type Solve For Riser 235 Generic W Crest Leng Inpul Dala Discharge 5.14 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Lenglh 1.71 ft Headwater Height Abov 1.00 ft Flow Area 1.7 ft^ Velocity 3.00 ft/s Wetted Perimeter 3.71 ft Top Width 1.71 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 03:32:17 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 "reject Description Worksheet Type Solve For Orifice 235 Generic Orific Opening Are; Input Data Discharge 5.14 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.1 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/13/04 03:33:52 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Flew Element Melhod Solve For Outlet 205 Circular Channe Manning's Fom Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameler 18.0 in Resulls Deplh 1.50 ft Discharge 10.50 cfs Flow Area • 1.8 ft2 Wetted Perime 4.71 ft Top Widlh 0.00 ft Critical Depth 1.25 ft Percenl Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ' 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 01OOOO ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 03:39:50 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 205 Generic W Crest Leng Input Data Discharge 6.25 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.08 ft Headwater Height Abov 1.00 ft Flow Area 2.1 ft2 Velocity 3.00 ft/s Wetted Perimeter 4.08 ft Top Widlh 2.08 ft t:\...\2st submittal\flowmaster\desilt basins.tm2 05/13/04 03:41:24 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "reject Description Worksheet Type Solve For Orifice 205 Generic Orifk Opening Are; Input Data Discharge 6.25 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.3 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...",2st submlttal\flowmasler\desilt basins.fm2 05/13/04 03:42:12 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1655 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Flew Element Method Solve For Outlel 190 Circular Channe Manning's Forn Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cts Flow Area 1.8 IP Wetted Perime 4.71 ft Top Width 0.00 ft Crilical Depth 1.25 ft Percent Full 100.0 % Crilical Slope 009774 ftm Velocily 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ftm Flow Type N/A t:\...\2st submittaMlowmastervdesilt basins.tm2 PROJECTDESIGN CONSULTANTS 05/13/04 03:57:05 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'reject Description Worksheet Type Solve For Riser 190 Generic W Crest Lene Inpul Data Discharge 5.74 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 1.91 ft Headwater Height Abov 1.00 ft Flow Area 1.9 ft2 Velocity 3.00 ft/s Wetted Perimeter 3.91 ft Top Width 1.91 ft t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/13/04 03:58:01 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 ot 1 'reject Description Worksheet Type Solve Fer Orifice 190 Generic Orific Opening Are; Inpul Data Discharge 5.74 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Heighl Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desllt basins.fm2 05/13/04 03:58:41 PM © Haestad Methods, PROJECTDESIGN CONSULTANTS 37 Brookside Road Wateroury, CT 06708 USA +1-203-755-1566 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Outlet 525 Flew Element Circular Channe Method Manning's Forrr Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 056000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 24.86 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.49 ft Percent Full 100.0 % Critical Slope 051768 ft/ft Velocity 14.07 ft/s Velocity Head 3.07 ft Specific Energ; 4.57 ft Froude Numbe 0.00 Maximum Disc 26.74 cfs Discharge Full 24.86 cfs Slope Full 056000 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 04:12:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1655 Pagelofi "roject Descripiion Worksheet Type Solve Fer Riser 525 Generic W Crest Leng Input Data Discharge 10.16 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 3.39 ft Headwater Height Abov 1.00 ft Flew Area 3.4 ft2 Velocity 3.00 ft/s Wetted Perimeter 5.39 ft Top Width 3.39 ft t:\.,.\2st submittal\flowmaster\desllt basins.fm2 05/13/04 04:13:25 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice "reject Description Worksheet Type Solve Fer Orifice 525 Generic Orific Opening Are; Input Data Discharge 10.16 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.1 ft^ Headwater Height Above 11.00 ft Tailwater Heighl Above Ci 0.00 ft Velocity 4.81 ft/s t:'\...\2st submittal\flowmaster\desilt basins.fm2 05/13/04 04:14:06 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Outlet 510 Flow Element Circular Channe Method Manning's Fom Solve Fer Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 016000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 13.29 cfs Flow Area 1.8 fP Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.36 ft Percent Full 100.0 % Critical Slope 014004 ftm Velocity 7.52 ft/s Velocity Head 0.88 ft Specific Energ; 2.38 ft Froude Numbe 0.00 Maximum Disc 14.29 cfs Discharge Full 13.29 cfs Slope Full 016000 ft/ft Flow Type N/A Project Engineer: PDC t:\...'v2st submrttal\flowmaster\desllt basins.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/13/04 04:19:30 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Pagelofi •'reject Description Worksheet Type Solve For Riser 510 Generic W Crest Leng Input Data Discharge 12.29 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 4.10 ft Headwater Height Abov 1.00 ft Flew Area 4.1 ft2 Velocity 3.00 ft/s Wetted Perimeter 6.10 ft Top Width 4.10 ft t:\...\2st submlttaMlowmasterXdesilt basinE.fm2 05/13/04 04:20:14 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA f1 -203-755-1655 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'reject Description Worksheet Type Solve For Orifice 510 Generic Orific Opening Are; Input Data Discharge 12.29 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.6 fP Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desilt basins.tm2 05/13/04 04:22:18 PM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Outlet 1405 Flow Element Circular Chann; Method Manning's Fom Solve Fer Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 034000 ft/ft Diameter 18.0 In Results Depth 1.50 ft Discharge 19.37 cfs Flow Area 1.8 IP Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.46 ft Percent Full 100.0 % Critical Slope 030176 ft/ft Velocity 10.96 ft/s Velocity Head 1.87 ft Specific Energ; 3.37 ft Froude Numbe 0.00 Maximum Disc 20.83 cts Discharge Full 19.37 cfs Slope Full 034000 ft/ft Flow Type N/A Project Engineer: PDC f\...\2st submittal\flowmaster\desllt baslns.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/14/04 07:53:14 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Page 1 of 1 "roject Description Worksheet Type Solve For Rise! 1405 Generic W Crest Leng Input Data Discharge 5.77 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 1.92 ft Headwater Height Abov 1.00 ft Flow Area 1.9 ft2 Velocity 3.00 ft/s Wetted Perimeter 3.92 ft Top Width 1.92 ft t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 07:54:13 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page l of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve Fer Orifice 1405 Generic Orific Opening Are; Inpul Data Discharge 5.77 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Heighl Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocily 4.81 ft/s t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 07:55:12 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Melhod Solve For Outlet 140 Circular Channe Manning's Fom Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 fP Wetted Perime 4.71 ft Tep Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 01OOOO ftm Flow Type N/A t:\...\2st submittal\flowmaster\desilt basins.fm2 05/14/04 08:02:54 AM © Haestad Methods, Ino. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir "roject Description Worksheet Type Solve Fer Riser 140 Generic W Crest Leng Input Data Discharge 5.59 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Resulls Crest Length 1.86 ft Headwater Height Abov 1.00 ft Flow Area 1.9 iP Velocity 3.00 ft/s Wetted Perimeter 3.86 ft Top Width 1.86 ft t:\...\2st submlttal\flowmaster'\desilt basins.fm2 05/14/04 08:03:43 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 "roject Description Worksheet Type Solve For Orifice 140 Generic Orific Opening Are; Input Data Discharge 5.59 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Heighl Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 08:04:29 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Method Solve For Outlet 125 Circular Channe Manning's Fom Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Deplh 1.50 ft Discharge 10.50 cfs Flow Area 1.8 ft= Wetted Perime 4.71 ft Tep Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\...\2st submlttal\flowmaster\desilt baslns.fm2 05/14/04 08:18:10 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 ^reject Description Worksheet Type Solve For Riser 125 Generic W Crest Leng Input Data Discharge 7.95 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 2.65 ft Headwater Height Abov 1.00 ft Flow Area 2.6 IP Velocity 3.00 ft/s Wetted Perimeter 4.65 ft Top Width 2.65 ft t:'\...\2st submittal\flowmaster\desilt basins.tm2 05/14/04 08:20:48 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve Fer Orifice 125 Generic Orific Opening Are; Input Data Discharge 7.95 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.7 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...',2st submlttal\flowmaster\desllt basins.tm2 05/14/04 08:21:44 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA f1-203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Flew Element Method Solve For Outlet 250 Circular Channe Manning's Forrr Full Flew Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 24.0 in Results Depth 2.00 ft Discharge 22.62 cfs Flow Area 3.1 ft2 Wetted Perime 6.28 ft Top Width 0.00 ft Critical Depth 1.69 ft Percenl Full 100.0 % Critical Slope 009461 ft/ft Velocily 7.20 ft/s Velocity Head 0.81 ft Specific Energ; 2.81 ft Froude Numbe 0.00 Maximum Disc 24.33 cfs Discharge Full 22.62 cfs Slope Full 01OOOO ft/ft Flow Type N/A t:'\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 08:26:17 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'roject Description Worksheet Type Solve For Riser 250 Generic W Crest Leng Inpul Data Discharge 10.94 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 3.65 ft Headwater Heighl Abov 1.00 ft Flew Area 3.6 fP Velocity 3.00 ft/s Wetted Perimeter 5.65 ft Top Width 3.65 ft t:\...\2st submittal\flowmaster\desilt basins.tm2 05/14/04 08:27:32 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 'reject Description Worksheet Type Solve For Orifice 250 Generic Orifk Opening Are; Input Data Discharge 10.94 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.3 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desilt baslns.fm2 05/14/04 08:28:15 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Flow Element Method Solve For Outlet 560 Circular Channe Manning's Forn Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ftm Diameler 18.0 In Results Deplh 1.50 ft Discharge 10.50 cfs Flew Area 1.8 ft2 Wetted Perime 4.71 ft Top Widlh 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ftm Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flew Type N/A t:\..."\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 08:32:20 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir 'roject Description Worksheet Type Solve For Riser 560 Generic W Crest Lena Input Data Discharge 7.20 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.40 ft Headwater Height Abov 1.00 ft Flow Area 2.4 ft2 Velocily 3.00 ft/s Wetted Perimeter 4.40 ft Top Width 2.40 ft t:\...\2st submittal\flowmaster\desllt basins.fm2 05/14/04 08:33:11 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 "reject Description Worksheet Type Solve For Orifice 560 Generic Orific Opening Are; Input Data Discharge 7.20 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.5 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desllt basins.fm2 05/14/04 08:36:55 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "roject Description Worksheet Flow Element Method Solve For Outlet 675 Circular Channe Manning's Fom Full Flow Capac Input Dala Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Tep Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ftm Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\..."\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 10:30:59 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1655 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Preject Description Worksheet Type Solve For Riser 675 Generic W Crest Leng Input Data Discharge 9.94 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Worksheet Worksheet for Generic Weir Results Crest Length 3.31 ft Headwater Height Abov 1.00 ft Flow Area 3.3 ft2 Velocity 3.00 ft/s Wetted Perimeter 5.31 ft Top Widlh 3.31 ft t:\...\2st submittal\flowmaster\desllt basins.tm2 05/14/04 10:31:49 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.00051 Page 1 of l "roject Description Worksheet Type Solve For Orifice 675 Generic Orific Opening Are; Input Data Discharge 9.94 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.1 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:'....\2st submittal\flowmasler\desilt basins.fm2 05/14/04 10:32:24 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel Project Descripiion Worksheet Flow Element Method Solve For Outlet 770 Circular Channe Manning's Forrr Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Tep Widlh 0.00 ft Critical Depth 1.25 ft Percenl Full 100.0 % Crilical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ' 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\...'£st submlttal\flowmaster\desilt basins.fm2 05/14/04 10:36:39 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury , CT 06708 USA +1-203-755-1656 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir Project Description Worksheet Type Solve For Riser 770 Generic W Crest Leng Input Dala Discharge 6.42 cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.14 ft Headwater Height Abov 1,00 ft Flow Area 2.1 ft2 Velocity 3.00 ft/s Wetted Perimeter 4.14 ft Tep Width 2.14 ft t \...\2st submittal\flowmaster\desllt basins.tm2 05/14/04 10:37:35 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Projecl Description Worksheet Type Solve For Orifice 770 Generic Orifk Opening Are; Input Data Discharge 6.42 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.3 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 10:38:24 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Flow Element Method Solve Fer Outlet 865 Circular Channe Manning's Forrr Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\...'i2st submittal\flowmaster\desill basins.tm2 05/14/04 10:41:39 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir Project Description Worksheet Type Solve Fer Riser 865 Generic W Crest Leno Input Data Discharge 6.75 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.25 ft Headwater Height Abov 1.00 ft Flow Area 2.2 IP Velocity 3.00 ft/s Wetted Perimeter 4.25 ft Top Width 2.25 ft t:\...\2st submittal\flowmaster\desilt basins.fm2 05/14/04 10:42:46 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice Project Descripiion Worksheet Type Solve For Orifice 865 Generic Orific Opening Are; Inpul Data Discharge 6.75 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.4 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\..."v2st submittal\flowmaster\desllt baslns.fm2 05/14/04 1 0:43:22 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Outlet 975 Circular Channe Manning's Fom Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameler 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flew Area 1.8 fts Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 tt/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A t:\...\2st submittal\flowmaster\desllt basins.fm2 05/14/04 10:46:48 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir "reject Description Worksheet Type Solve For Riser 975 Generic W Crest Leng Input Data Discharge 8.19 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.73 ft Headwater Heighl Abov 1.00 ft Flow Area 2.7 ft= Velocity 3.00 ft/s Wetted Perimeter 4.73 ft Top Width 2.73 ft t:\...\2st submlttal\tlowmaster\desllt basins.tm2 05/14/04 10:47:30 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1665 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Description Worksheet Type Solve For Orifice 975 Generic Orific Opening Are; Input Data Discharge 8.19 cfs Headwater Elevat 1.00 ft Cenlroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.7 iP Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 10:49:09 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'reject Description Worksheet Flow Element Method Solve For Outlet 1055 Circular Channe Manning's Fern Full Flow Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 010000 ft/fl Diameler 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 tp Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ' 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ftm Flow Type N/A t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 10:51:49 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA f1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir "reject Description Worksheet Type Solve For Riser 1055 Generic W Crest Leng Input Data Discharge 5.03 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 1.68 ft Headwater Height Abov 1.00 ft Flow Area 1.7 IP Velocity 3.00 ft/s Wetted Perimeter 3.68 ft Top Width 1.68 ft t:\...\2st submlttal\flowmaster\desllt basinE.fm2 05/14/04 10:54:15 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice 'reject Descripiion Worksheet Type Solve For Orifice 1055 Generic Orific Opening Are; Input Data Discharge 5.03 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.0 ft^ Headwater Heighl Above > 1.00 ft Tailwater Height Above Cc 0.00 ft Velocity 4.81 ft/s t:\...\2st submlttal\flowmaster\desllt basins.fm2 05/14/04 10:53:23 AM © Haestad Methods, lnc PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel "reject Description Worksheet Outlet 1505 Flew Element Circular Channe Method Manning's Fom Solve For Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 16.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 fP Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ftm Velocily 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 01OOOO ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submmal\flowmaster\desilt basins.tm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/14/04 10:59:21 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve For Riser 1505 Generic W Crest Leng Inpul Dala Discharge 9.51 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 3.17 ft Headwater Height Abov 1.00 ft Flew Area 3.2 ft^ Velocity 3.00 ft/s Wetted Perimeter 5.17 ft Top Width 3.17 ft t:\...\2st submittal\flowmaster\desllt basins.tm2 05/14/04 11:00:04 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice Project Description Worksheet Type Solve For Orifice 9.51 Generic Orific Opening Are; Input Data Discharge 9.51 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 2.0 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:\...'>2st submlttal\flowmaster\desllt basins.fm2 05/14/04 11:00:41 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel 'roject Description Worksheet Flow Element Method Solve Fer Outlet 1635 Circular Channe Manning's Fern Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ftm Diameler 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flow Area 1.8 ft2 Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flew Type N/A t:\...\2st submlttal\flowmaster\desilt basins.fm2 05/14/04 11:03:14 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Weir Project Descripiion Worksheet Type Solve For Riser 1635 Generic W Crest Leng Input Data Discharge 6.88 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 2.29 ft Headwater Height Abov 1.00 ft Flow Area 2.3 fP Velocity 3.00 ft/s Wetted Perimeter 4.29 ft Top Width 2.29 ft t:\...'i2st submlttal\flowmaster\desilt basins.fm2 05/14/04 11:03:59 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice Project Description Worksheet Type Solve For Orifice 1635 Generic Orifk Opening Are; Input Data Discharge 6.88 cfs Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.4 ft^ Headwater Height Above ' 1.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s t:V...\2st submittal\flowmaster\desllt basins.fm2 05/14/04 11:04:35 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel Project Description Worksheet Outlet 1700 Flow Element Circular Channe Method Manning's Fom Solve Fer Full Flow Capac Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 10.50 cfs Flew Area 1.8 IP Wetted Perime 4.71 ft Tep Widlh 0.00 ft Critical Depth 1.25 ft Percent Full 100.0 % Critical Slope 009774 ft/ft Velocity 5,94 ft/s Velocity Head 0.55 ft Specific Energ; 2.05 ft Froude Numbe 0.00 Maximum Disc 11.30 cfs Discharge Full 10.50 cfs Slope Full 010000 ftm Flow Type N/A Project Engineer: PDC t:\...\2st submlttal\flowmaster\desllt baslns.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/-, 4/04 11:07:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Pagelofi Worksheet Worksheet for Generic Weir 'reject Description Worksheet Type Solve Fer Riser 1700 Generic W Crest Leng Input Data Discharge 5.66 Cts Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 1.89 ft Headwater Height Abov 1.00 ft Flow Area 1.9 ft2 Velocity 3.00 ft/s Wetted Perimeter 3.89 ft Top Widlh 1.89 ft t:\..,\2st submittal\flowmaster\desilt baslns.fm2 05/14/04 11:07:49 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Generic Orifice Project Description Worksheet Type Solve For Orifice 1700 Generic Orific Opening Are; Inpul Data Discharge 5.66 cts Headwater Elevat 1.00 ft Centroid Elevatior 0.00 ft Tailwater Elevatio 0.00 ft Discharge Coeffic 0.60 Results Opening Area 1.2 ft^ Headwater Height Above ' 1.00 ft Tailwater Heighl Above Ci 0.00 ft Velocity 4.81 ft/s t:\..,\2st submittal\flowmaster\desilt basins.fm2 05/14/04 11:08:34 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 Worksheet Worksheet for Circular Channel Project Description Worksheet Outlet 1715 Flew Element Circular Channe Method Manning's Fern Solve For Full Flow Capac Inpul Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 24.0 In Results Depth 2.00 ft Discharge 22.62 Cfs Flow Area 3.1 ft2 Wetted Perime 6.28 ft Top Width 0.00 ft Crilical Depth 1.69 ft Percent Full 100.0 % Critical Slope 009461 ft/ft Velocity 7.20 ft/s Velocity Head 0.81 ft Specitic Energ; 2.81 ft Froude Numbe 0.00 Maximum Disc 24.33 cfs Discharge Full 22.62 cfs Slope Full 010000 ft/ft Flow Type N/A Project Engineer: PDC t:\...\2st submittal\flowmaster\desilt baslns.tm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 05/14/04 11:11:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1556 Pagelofi "roject Description Worksheet Type Solve For Riser 1715 Generic W Crest Leng Input Data Discharge 12.35 cfs Headwater Elevat 1.00 ft Crest Elevation 0.00 ft Discharge Coeffic 3.00 US Results Crest Length 4.12 ft Headwater Height Abov 1.00 ft Flow Area 4.1 ft^ Velocity 3.00 ft/s Wetted Perimeter 6.12 ft Top Width 4.12 ft Worksheet Worksheet for Generic Weir Project Engineer: PDC t:\..,\2st submittal\flowmaster\desilt basins,fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7,0 [7,0005] 05/14/04 11:12:15AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1655 Pagelofi Project Description Worksheet Type Solve For Orifice 1715 Generic Orific Opening Are; Input Data Discharge 12,35 cfs Headwater Elevat 1,00 ft Centroid Elevatior 0,00 ft Tailwater Elevatio 0,00 ft Discharge Coeffic 0.60 Results Opening Area 2.6 ft^ Headwater Height Above 11.00 ft Tailwater Height Above Ci 0.00 ft Velocity 4.81 ft/s Worksheet Worksheet for Generic Orifice t:\...\2st submittal\flowmaster\desill basins.fm2 05/14/04 11:12:50AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury', CT 06708 USA +1 -203-755-1666 Project Engineer: PDC FlowMaster v7.0 [7.0005] Page 1 of 1 APPENDIX 5 DESILTING BASIN SPILLWAY AND FREEBOARD CALCULATIONS T:\Water Resources\2737-Bressi lnd\3rd Sub. Sep,04\Report\Appendix.DOC DESILT BASINS RISER AND OUTLET PIPE SUMMA Summary Table 1 RY Basin Number Node Number Lot Number Area Ultimate Qicxi Riser Qio Debris Volume Surface Area Settling Area Width Length Area Riser Pipe Size Outlel Pipe "Y" Value Depth Min, Volume Actual Estimated Volume (acres) (cfs) (cfs) (yd') {if) (ft") (ft) (ft) (ft") (inches) (inches) (ft) (ft) (cu, ft,) (cu, ft,) 1 110 40 9.87 37,73 23,29 270 3,645 4,508 48 96 4,608 36 30 2 5 18,225 23,040 2 125 38 2.52 12,56 7,95 68 918 1,539 28 56 1,568 30 18 2 4 3,672 6,272 3 140 39 1.55 8,15 5,59 42 567 1,082 24 48 1,152 30 18 2 4 2,268 4,608 4 190 37 1.62 8,34 5,74 44 594 1,111 24 48 1,152 30 18 2 4,5 2,673 5,184 5 205 36 1.85 9,50 6,25 50 675 1,210 25 50 1,250 30 18 2 4 2,700 5,000 6 220 35 1,69 9,49 5,96 46 621 1,154 25 50 1,250 30 18 2 4.3 2,670 5,375 7 235 34 1,43 7,22 5,14 38 513 995 23 46 1,058 30 18 2 4 2,052 4,232 8 250 33 3,79 16,96 10,94 103 1,391 2,117 27 54 1,458 30 24 2 4 5,562 5,832 9 510 32 3,79 17.97 12.29 103 1,391 2,379 27 54 1,458 30 18 2 4.8 6,674 6,998 10 525 31 3.02 14,92 10.16 81 1,094 1,966 24 48 1,152 30 18 2 4 4,374 4,608 11 545 29 8.29 35,77 25,65 224 3,024 4,965 39 78 3,042 36 24 2 4 12,096 12,168 12 560 30 2.14 10,47 7.20 57 770 1,394 27 54 1,458 30 18 2 4 3,078 5,832 13 610 27 2,47 11,84 7.68 67 905 1,486 22 44 968 30 18 2 4.5 4,070 4,356 14 625 28 3,02 17,83 9,47 81 1,094 1,833 24 48 1,152 30 18 2 4 4,374 4,608 15 675 25 3,09 14,40 9,94 84 1,134 1,924 24 48 1,152 30 18 2 4 4,536 4,608 16 695 28 8,06 27,03 18.98 163 2,201 3,674 34 68 2,312 30 24 2 4.5 9,902 10,404 17 715 24 6,10 27,78 19,00 165 2,228 3,677 34 68 2,312 30 18 2 4.5 10,024 10,404 18 770 20 1,89 9,60 6,42 51 689 1,243 19 38 722 30 18 2 4 2,754 2,888 19 805 23 4.33 19,75 13.38 113 1,526 2,590 28 56 1,568 30 18 2 5 7,628 7,840 20 820 22 1,80 8,96 6,15 49 662 1,190 19 38 722 30 18 2 4,5 2,977 3,249 21 845 21 1,62 8,34 5.84 43 581 1,130 18 36 648 30 18 2 4 2,322 2,592 22 865 19 1,92 9,46 6.75 51 689 1,306 19 38 722 30 18 2 4 2,754 2,888 23 905 16 7,06 31.16 21.78 191 2,579 4,215 36 72 2,592 30 18 2 5 12,893 12,960 24 902 15 1,57 7.70 5.66 43 581 1,095 18 36 648 30 18 2 5,1 2,961 3,305 25 960 17 2,13 10,82 6.90 59 797 1,335 20 40 800 30 18 2 5 3,983 4,000 26 975 18 2,28 11,53 8.19 62 837 1,585 21 42 882 30 18 2 4 3,348 3,528 27 990 9 1.94 9.27 5.87 52 702 1,136 19 38 722 30 18 2 5,2 3,650 3,754 28 1005 8 1.78 9.06 6,09 49 662 1,179 19 38 722 30 18 2 4,5 2,977 3,249 29 1055 7 1.56 7,99 5,03 43 581 974 18 36 648 30 18 2 4 2,322 2,592 30 1210 15 1.96 9,66 6.29 54 729 1,217 20 40 800 30 18 2 5 3,645 4,000 31 1230 12 1.58 8,05 5.53 43 581 1,070 18 36 648 30 18 2 5 2,903 3,240 32 1255 14 3.03 12,26 9,31 81 1,094 1,802 24 48 1,152 30 18 2 5 5,468 5,760 33 1305 13 1.93 9.38 6.62 52 702 1,281 19 38 722 30 18 2 5 3,510 3,610 34 1405 11 1.80 8,10 5,77 43 581 1,117 18 36 648 30 18 2 5 2,903 3,240 35 1505 10 3.25 15.41 9,51 87 1,175 1,841 25 50 1,250 30 18 2 4 4,698 5,000 36 1605 5 2.25 11.09 7,06 61 824 1,366 21 42 882 30 18 2 4,4 3,623 3,881 37 1620 4 3.59 15.34 9,34 96 1,296 1,808 26 52 1,352 30 18 2 5.2 6,739 7,030 38 1635 6 2,11 12,08 6,88 57 770 1,332 20 40 800 30 18 2 4 3,078 3,200 39 1685 3 3,96 18,01 11.40 108 1,458 2,206 27 54 1,458 30 18 2 5 7,290 7,290 40 1700 1 1,71 8,79 5,66 46 621 1,095 18 36 648 30 18 2 4 2,484 2,592 41 1715 2 4,09 17,07 12,35 96 1,296 2,390 26 52 1,352 30 24 2 4 5,184 5,408 Notes 1. Node Number shown on Node Number Map, Exhibit B. 2. Area is tributary acreage to desilting basin. 3. Ultimate Qioobased upon ultimate condition Q,,,, rational calculations. 4. Riser QIOO based on a cleared and mass graded site using C = 0.55. 5. Debris volume is from City of San Diego Capacity Table as shown on page 128 of the City of San Diego Drainage Design Manual. Tlie capacities are more conservative than the 2-year sediment yield calculate using MUSLE. 6. Surface area is desilting basin area assuming 2 feet of sediment deposition. 7. Ouflet pipe size based on normal depth calculation using Riser Q. 8. Riser pipe size calculated using weir and orifice equations with flie sheet flow Q loo discharge. 9. Ho is flie height of ponding above the top of flie riser. 10. Basin depfli assumes 2' sediment depfli, 2' settiing depth. Ho = 1.0', freeboard = 1,0', 11. 'Weir widfli calculated assuming H = 1.0' (Q = 3.0 LH''^), where Q = QRJSER, L = 6' min, H = 1'. 12. Settling Area calculated assuming A, = 1.2*Qi(/V, where V, = 0.0062 fps DESILT BASINS RISER AND OUTLET PIPE SUMMARY Summary Table 2 Basin Number 21 Node Number 845 Lot Number 21 Area (acres) 1.62 Ultimate Qioo (cfs) 8.34 Riser (cfs) 5.84 Debris Volume (yd") 43 Surface Area (ftT 581 Settling Area 1,130 Widlh (ft) 20 Length (ft) 40 Area (ft") 800 Riser Pipe Size (inches) 30 Outlet Pipe (inches) "Y" Value (ft) Depth (ft) Min. Volume (cu.ft.) 2,903 Actual Estimated Volume (cu. ft.) 4,000 24 902 15 1.57 7.70 5.66 43 581 1,095 20 40 800 30 2,903 4,000 29 1055 1.56 7.99 5.03 43 581 974 20 40 800 30 2,903 4,000 31 34 1230 1405 12 11 1.58 8.05 5.53 43 581 1,070 20 40 800 30 1.60 8.10 5.77 43 581 1,117 20 40 800 30 2,903 2,903 4,000 4,000 40 1700 1.71 8.79 5.66 46 621 1,095 20 40 800 30 3,105 4,000 770 20 1.89 9.60 6.42 51 689 1,243 20 40 800 30 3,443 4,000 20 820 22 1.80 8.96 6.15 49 662 1,190 20 40 800 30 3,308 4,000 22 865 19 1.92 9.46 6.75 51 689 1,306 20 40 800 30 3,443 4,000 27 990 1.94 9.27 5.87 52 702 1,136 20 40 800 30 3,510 4,000 28 1005 1305 1.78 9.06 6.09 49 662 1,179 20 40 800 30 3,308 4,000 33 25 960 13 17 1.93 9.38 6.62 52 702 1,281 20 40 800 30 2.13 10.82 6,90 59 797 1,335 20 40 800 30 3,510 3,983 4,000 4,000 30 1210 1635 15 1,96 9.66 6.29 54 729 1,217 20 40 800 30 3,645 4,000 38 2.11 12.08 6.88 57 770 1,332 20 40 800 30 3,848 4,000 26 36 975 1605 18 2,28 11,53 8,19 62 837 1,585 25 50 1,250 30 2,25 11.09 7.06 61 824 1,366 25 50 1,250 30 4,185 4,118 6,250 6,250 13 610 27 2.47 11.84 7.68 67 905 1,486 25 50 1,250 30 4,523 6,250 235 34 1.43 7.22 5.14 38 513 995 25 50 1,250 30 2,565 6,250 140 39 1.55 8.15 5.59 42 567 1,082 25 50 1,250 30 2,835 6,250 190 37 1.62 8.34 5.74 44 594 1,111 25 50 1,250 30 2,970 6,250 10 525 31 3.02 14.92 10.16 81 1,094 1,966 25 50 1,250 30 5,468 6,250 14 625 26 3.02 17.83 9,47 81 1,094 1,833 25 50 1,250 30 5,468 6,250 15 675 25 3.09 14.40 9.94 84 1,134 1,924 25 50 1,250 30 5,670 6,250 32 1255 14 3.03 12.26 9.31 81 1,094 1,802 25 50 1,250 30 5,468 6,250 205 36 1.85 9.50 6.25 50 675 1,210 25 50 1,250 30 3,375 6,250 220 35 1.69 9.49 5.96 46 621 1,154 25 50 1,250 30 3,105 6,250 35 1505 10 3.25 15.41 9.51 87 1,175 1,841 25 50 1,250 30 5,873 6,250 37 1620 3.59 15.34 9.34 96 1,296 1,8 30 60 1,800 30 6,480 9,000 41 1715 4.09 17.07 12.35 96 1,296 2,390 30 60 1,800 30 24 6,480 6,953 9,000 250 33 3.79 16.96 10.94 103 1,391 2,117 30 60 1,800 30 24 9,000 510 560 32 3.79 17.97 12.29 103 1,391 2,379 30 60 1.800 30 6,953 9,000 12 30 2.14 10.47 7.20 57 770 1,394 30 60 1,800 30 3,848 9,000 39 1685 3.96 18.01 11.40 108 1,458 2,206 30 60 1,800 30 7,290 9,000 125 38 2.52 12.56 7.95 68 918 1,539 30 60 1,800 30 4,590 9,000 19 805 23 4.33 19.75 13.38 113 1,526 2,590 30 60 1,800 30 7,628 9,000 16 695 28 6.06 27.03 18.98 163 2,201 3,674 40 80 3,200 30 24 11,003 16,000 17 715 24 6.10 27.78 19.00 165 2,228 3,677 40 80 3,200 30 11,138 16,000 23 905 16 7.06 31.16 21.78 191 2.579 4,215 40 80 3,200 30 12,893 16,000 11 545 29 8.29 35.77 25.65 224 3,024 4,965 40 80 3,200 36 24 15,120 16,000 110 40 9.87 37.73 23.29 270 3,645 4,508 48 96 4,608 36 30 18,225 23,040 Notes 1. Node Number shown on Node Number Map, Exiiibit B. 2. Area is tributary acreage to desilting basin. 3. Ultimate Q,oobased upon ultimate condition Q,oorational calculations. 4. Riser QIOO based on a cleared and mass graded site using C = 0.55. 5. Debris volume is from City of San Diego Capacity Table as shown on page 128 of flie City of San Diego Drainage Design Manual. Tlie capacities are more conservative flian flie 2-year sediment yield calculate using MUSLE. 6. Surface area is desilting basin area a.5suming 2 feet of sediment deposition. 7. Outiet pipe size based on normal deptii calculation using Riser Q. 8. Riser pipe size calculated using weir and orifice equations wifli flie sheet flow Q ,00 discharge. 9. Ho is flie height of ponding above flie lop of flie riser 10. Basin depfli assumes 2' sediment depfli, 2' settiing deptii, Ho H 1.0', freeboard = 1.0'. 11. Weir widfli calculated assuming H = 1.0' (Q = 3.0 LH"^), where Q = QRISER, L = 6'min, H = 1'. 12. Settling Area calculated assuming A,= 1.2*Q,o/V, where V. = 0.0062 fps Desilt Basin Spillway and Freeboard Calculations Basin at Node 1505 Spillway Design Q100 = 15.41 cfs Bottom of Basin = 0.00 ft. Spillway Crest = 4.00 ft. Top of Spillway = 5.00 ft. Length of Spillway = 5.00 ft. Breadth of Spillway = 10.00 ft. Top of Dike = 6.00 ft. Basin at Node 1635 Spillway Design Qioo = 12.08 cfs Bottonn of Basin = 0.00 ft. Spillway Crest = 4.00 ft. Top of Spillway = 5.00 ft. Length of Spillway = 4.00 ft. Breadth of Spillway = 10.00 ft. Top of Dike = 6.00 ft. Basin at Node 545 Spillway Design Q100 - 35.77 cfs Bottom of Basin = 0.00 ft. Spillway Crest = 4.00 ft. Top of Spillway = 5.00 ft. Length of Spillway = 12.00 ft. Breadth of Spillway = 10.00 ft. Top of Dike = 6.00 ft. Basin at Node 805 Spillway Design Qioo = 19-75 cfs Bottom of Basin = 0.00 ft. Spillway Crest = 4.00 ft. Top of Spillway = 5.00 ft. Length of Spillway = 7.00 ft. Breadth of Spillway = 10.00 ft. Top of Dike = 6.00 ft. See plans for final elevations See Frowmaster Broad Crested Weir Calculations Weir Report Label Discharge Discharge Headwater Crest Crest Crest Velocity (cfs) Coefficient Elevation Elevation Length Breadth (ft/s) (cfs) (US) (ff) (ft) (ft) (ft) Weir 1505 15,41 3.04 5.01 4.00 5,00 10.00 3.05 Weir 1635 12,08 3.04 5.00 4.00 4,00 10.00 3,03 Welr 545 35,77 3.04 4.99 4,00 12.00 10.00 3,02 Weir 805 19.75 3,04 4.95 4,00 7.00 10.00 2,96 t:\...\desllt baslns\desilt weirs,fm2 08/10/04 10:16:19 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookside Road Waterbury, CT 06708 USA fl-203-755-1666 Project Engineer: PDC FlowMaster v7,0 [7,0005] Page 1 of 1 Weir 1505 Worksheet for Broad Crested Weir Project Description Worksheet Weir 1505 Type Broad Crested V Solve For Headwater Elev; Input Data Discharge 15.41 cfs Crest Elevation 4,00 ft Tailwater Elevati 0.00 ft Crest Surface T) 'aved Crest Breadth 10.00 ft Crest Length 5.00 ft Results Headwater Elevation 5.01 ft Headwater Height Above 1,01 ft Tailwater Height Above C -4,00 ft Discharge Coefficient 3,04 US Submergence Factor 1,00 Adjusted Discharge Coef 3.04 US Flow Area 5,0 fp Velocity 3.05 ft/s Wetted Perimeter 7.02 ft Tep Width 5.00 ft Project Engineer: PDC t:\„.\desllt basinsXdesIlt weirs,tm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7,0005] 08/10/04 10:13:55 AM © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1555 Page 1 of 1 Weir 1635 Worksheet for Broad Crested Weir Project Description Worksheet Weir 1635 Type Broad Crested V Solve Fer Headwater Elev; Input Data Discharge 12,08 cfs Crest Elevation 4,00 ft Tailwater Elevati 0.00 ft Crest Surface T^ 'aved Crest Breadth 10.00 ft Crest Length 4.00 ft Results Headwater Elevation 5.00 ft Headwater Height Above 1.00 ft Tailwater Height Above C -4.00 ft Discharge Coefficient 3.04 US Submergence Factor 1,00 Adjusted Discharge Coef 3,04 US Flew Area 4,0 ft2 Velocity 3,03 ft/s Wetted Perimeter 5,99 ft Top Width 4.00 ft Project Engineer: PDC t:\...\desilt basinsNdesilt welrs,fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7,0 [7,0005] 08/10/04 10:14:10AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Pagelofi Weir 545 Worksheet for Broad Crested Weir Project Description Worksheet Weir 545 Type Broad Crested V Solve For Headwater Elev; Input Data Discharge 35.77 cfs Crest Elevation 4,00 ft Tailwater Elevati 0,00 ft Crest Surface T5 •aved Crest Breadth 10.00 ft Crest Length 12.00 ft Results Headwater Elevation 4,99 ft Headwater Height Above 0,99 ft Tailwater Height Above C -4,00 ft Discharge Coefficient 3.04 US Submergence Factor 1.00 Adjusted Discharge Coef 3.04 US Flew Area 11.9 fP Velocity 3.02 ft/s Wetted Perimeter 13.98 ft Top Width 12.00 ft Project Engineer: PDC t:\...\desilt basins\desllt welrs.tm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 08/10/04 10:14:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Weir 805 Worksheet for Broad Crested Weir Project Description Worksheet Weir 805 Type Broad Crested V Solve For Headwater Elev; Input Data Discharge 19.75 cfs Crest Elevation 4.00 ft Tailwater Elevati 0.00 ft Crest Surface T^ 'aved Crest Breadth 10.00 ft Crest Length 7.00 ft Results Headwater Elevation 4.95 ft Headwater Heighl Above 0.95 ft Tailwater Height Above C -4.00 ft Discharge Coefficient 3.04 US Submergence Factor 1.00 Adjusted Discharge Coet 3.04 US Flew Area 6.7 fP Velocity 2.96 ft/s Wetted Perimeter 8.90 ft Top Width 7.00 ft Project Engineer: PDC t:\...\desllt basinsXdesilt weirs.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 08/10/04 10:14:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1656 Pagelofi APPENDIX 6 ULTIMATE CONDITION HYDRAULIC COMPUTER OUTPUT T:\Water Resources\2737-Bressi Ind\3rd Sub. Sep,04\Repori;'vAppendix.DOC ******************************************************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 115.8 TO 125.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDR0\SY115_8.DAT TIME/DATE OF STUDY: 09:52 10/12/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-i- FLOW PRESSURE-f NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 115.80- 3.10* 432.13 1.34 248.96 } FRICTION 117.00- 3.24* 447.78 1.26 250.29 } FRICTION 125.00- 3.25* 448.57 1.34 Dc 248.96 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 115.80 FLOWLINE ELEVATION = 411.21 PIPE FLOW = 12.56 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 414.310 FEET NODE 115.80 : HGL = < 414.310>;EGL= < 415.094>;FLOWLINE= < 411.210> ****************************************************************************** FLOW PROCESS FROM NODE 115.86 TO NODE 117.00 IS CODE = 1 UPSTREAM NODE 117.00 ELEVATION = 411.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 12.56 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.42 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 12.56)/( 105.045))**2 = 0.01430 HF=L*SF = ( 20.42)*(0.01430) = 0.292 NODE 117.00 : HGL = < 414.602>;EGL= < 415.386>;FLOWLINE= < 411.360> ****************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 125.00 IS CODE = 1 UPSTREAM NODE 125.00 ELEVATION = 411.69 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 12.56 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 23.58 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 12.56)/( 105.042))**2 = 0.01430 HF-L*SF = ( 23.58)*(0.01430) = 0.337 NODE 125.00 : HGL = < 414.939>;EGL= < 415.723>;FLOWLINE= < 411.690> *************** *************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 125.00 FLOWLINE ELEVATION = 411.69 ASSUMED UPSTREAM CONTROL HGL = 413.03 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 130.8 TO 140.0 DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY130_8.DAT TIME/DATE OF STUDY: 17:48 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE-i- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 130.80- 2.28* 241.55 1.06 135.50 } FRICTION+BEND 132.00- 2.18* 230.84 0.80 154.76 } MANHOLE 132.90- 1.87* 196.27 1.11 Dc 135.15 } FRICTION 133.00- 1.85* 194.19 1.11 Dc 135.15 } FRICTION 134.00- 1.85* 194.09 1.11 Dc 135.15 } FRICTION+BEND 140.00- 2.22* 235.48 1.11 Dc 135.15 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 130.80 FLOWLINE ELEVATION = 410.45 PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 412.730 FEET NODE 130.80 : HGL = < 412.730>;EGL= < 413.060>;FLOWLINE= < 410.450> ****************************************************************************** FLOW PROCESS FROM NODE 13 0.80 TO NODE 132.00 IS CODE = 3 UPSTREAM NODE 132.00 ELEVATION = 410.98 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 14.520 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 66.39 FEET BEND COEFFICIENT(KB) = 0.10042 FLOW VELOCITY = 4.61 FEET/SEC. VELOCITY HEAD = 0.330 FEET HB=KB*(VELOCITY HEAD) = ( 0.100)*( 0.330) = 0.033 SF=(Q/K)**2 = (( 8.15)/( 105.045))**2 = 0.00602 HF=L*SF = ( 66.39)*(0.00602) = 0.400 TOTAL HEAD LOSSES = HB + HF = ( 0.033)+( 0.400) = 0.433 NODE 132.00 : HGL = < 413.163>;EGL= < 413.493>;FLOWLINE= < 410.980> ****************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.90 IS CODE = 2 UPSTREAM NODE 132.90 ELEVATION = 411.31 (FLOW IS UNDER PRESSURE) CALCULATE MAIOTOLE LOSSES(LACFCD): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.61 FEET/SEC. VELOCITY HEAD = 0.330 FEET HMN = .05*(VELOCITY HEAD) = .05*( 0.330) = 0.017 NODE 132.90 : HGL = < 413.179>;EGL= < 413.510>;FLOWLINE= < 411.310> ****************************************************************************** FLOW PROCESS FROM NODE 132.90 TO NODE 133.00 IS CODE = 1 UPSTREAM NODE 133.00 ELEVATION = 412.71 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 229.44 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.15)/( 105.044))**2 = 0.00602 HF=L*SF = ( 229.44)*(0.00602) = 1.381 NODE 133.00 : HGL = < 414.561>;EGL= < 414.891>;FLOWLINE= < 412.710> ****************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 1 UPSTREAM NODE 134.00 ELEVATION = 412.93 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 36.39 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.15)/( 105.037))**2 = 0.00602 HF=L*SF = ( 36.39)*(0.00602) = 0.219 NODE 134.00 : HGL = < 414.780>;EGL= < 415.110>;FLOWLINE= < 412.930> ****************************************************************************** FLOW PROCESS FROM NODE 133.90 TO NODE 140.00 IS CODE = 3 UPSTREAM NODE 140.00 ELEVATION = 413.04 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 35.630 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 72.00 FEET BEND COEFFICIENT(KB) = 0.15730 FLOW VELOCITY = 4.61 FEET/SEC. VELOCITY HEAD = 0.330 FEET HB=KB*(VELOCITY HEAD) = ( 0.157)*( 0.330) = 0.052 SF=(Q/K)**2 = (( 8.15)/( 105.046))**2 = 0.00602 HF=L*SF = ( 72.00)*(0.00602) = 0.433 TOTAL HEAD LOSSES = HB + HF = ( 0.052)+( 0.433) = 0.485 NODE 140.00 : HGL = < 415.265>;EGL= < 415.595>;FLOWLINE= < 413.040> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 140.00 FLOWLINE ELEVATION = 413.04 ASSUMED UPSTREAM CONTROL HGL = 414.15 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 144.8 TO 190.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILENAME: C:\HYDRO\SY144_8.DAT TIME/DATE OF STUDY: 10:09 09/23/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 144.80- 3.85* 418.11 1.01 141.35 } FRICTION 190.00- 3.70* 401.81 1.12 Dc 139.47 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 144.80 FLOWLINE ELEVATION = 406.47 PIPE FLOW = 8.34 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 410.32 0 FEET NODE 144.80 : HGL = < 410.320>;EGL= < 410.666>;FLOWLINE= < 406.470> ****************************************************************************** FLOW PROCESS FROM NODE 144.80 TO NODE 190.00 IS CODE = 1 UPSTREAM NODE 190.00 ELEVATION = 406.87 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.34 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 40.00 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 8.34)/( 105.046))**2 = 0.00630 HF=L*SF = ( 40.00)*(0.00630) = 0.252 NODE 190.00 : HGL = < 410,572>;EGL= < 410.918>;FLOWLINE= < 406.870> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 190.00 FLOWLINE ELEVATION = 406.87 ASSUMED UPSTREAM CONTROL HGL = 407.99 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDURSTIAL * * PROPOSED CONDITIONS - 195.8 TO 205.0 DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDR0\SY195_8.DAT TIME/DATE OF STUDY: 09:49 10/12/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 195.80- 2.07* 244.53 1.13 167.60 ) FRICTION 195.95- 2.04* 241.53 1.19 Dc 166.93 } FRICTION 196.00- 2.07* 244.30 1.19 Dc 166.93 } FRICTION+BEND 197.00- 2.15* 253.41 1.19 Dc 166.93 } FRICTION 205.00- 2.16* 254.77 1.19 Dc 166.93 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORiyiULAE FROM THE CURRENT LACRD, LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 195.80 FLOWLINE ELEVATION = 405.80 PIPE FLOW = 9.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 407.870 FEET NODE 195.80 : HGL = < 407.870>;EGL= < 408.319>;FLOWLINE= < 405.800> ****************************************************************************** FLOW PROCESS FROM NODE 195.80 TO NODE 195.95 IS CODE = 1 UPSTREAM NODE 195.95 ELEVATION = 405.95 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 15.02 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.50)/( 105.038))**2 = 0.00818 HF=L*SF = ( 15.02)*(0.00818) = 0.123 NODE 195.95 : HGL = < 407.993>;EGL= < 408.442>;FLOWLINE= < 405.950> ****************************************************************************** FLOW PROCESS FROM NODE 195.95 TO NODE 196.00 IS CODE = 1 UPSTREAM NODE 196.00 ELEVATION = 407.11 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 144.89 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.50)/( 105.044))**2 = 0.00818 HF=L*SF = ( 144.89)*(0.00818) = 1.185 NODE 196.00 : HGL = < 409.17 8>;EGL= < 409.627>;FLOWLINE= < 407.110> ****************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 197.00 IS CODE = 3 UPSTREAM NODE 197.00 ELEVATION = 407.72 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 9.50 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 33.100 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 76.36 FEET BEND COEFFICIENT(KB) = 0.15161 FLOW VELOCITY = 5.38 FEET/SEC. VELOCITY HEAD = 0.449 FEET HB=KB*(VELOCITY HEAD) = ( 0.152)*( 0.449) = 0.068 SF=(Q/K)**2 = (( 9.50)/( 105.044))**2 = 0.00818 HF=L*SF = ( 76.36)*(0.00818) = 0.625 TOTAL HEAD LOSSES = HB + HF = ( 0.068)+( 0.625) = 0.693 NODE 197.00 : HGL = < 409.871>;EGL= < 410.319>;FLOWLINE= < 407.720> ****************************************************************************** FLOW PROCESS FROM NODE 197.00 TO NODE 205.00 IS CODE = 1 UPSTREAM NODE 205.00 ELEVATION = 408.32 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 74.87 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.50)/( 105.042))**2 = 0.00818 HF=L*SF = ( 74.87)* (0.00818) = 0.612 NODE 205.00 : HGL = < 410.483>;EGL= < 410.932>;FLOWLINE= < 408.320> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 205.00 FLOWLINE ELEVATION = 408.32 ASSUMED UPSTREAM CONTROL HGL = 409.51 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDTIONS - 210.8 TO 220.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY210_8.DAT TIME/DATE OF STUDY: 18:24 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 210.80- 1.43 DC 296.13 1.18* 311.22 } FRICTION 225.00- 1.43*Dc 296.13 1.43*Dc 296.13 } JUNCTION 225.90- 1.91* 227.12 1.19 Dc 166.68 } FRICTION 221.00- 2.42* 282.68 1.19 Dc 166.68 } FRICTION+BEND 222.00- 2.68* 311.73 1.19 Dc 166.68 } FRICTION+BEND 220.00- 2.81* 325.38 1.19 Dc 166.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 210.80 FLOWLINE ELEVATION = 398.52 PIPE FLOW = 15.79 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 399.870 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.35 FT.) IS LESS THAN CRITICAL DEPTH( 1.43 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 210.80 : HGL = < 399.704>;EGL= < 400.736>;FLOWLINE= < 398.520> ****************************************************************************** FLOW PROCESS FROM NODE 210.80 TO NODE 225.00 IS CODE = 1 UPSTREAM NODE 225.00 ELEVATION = 399.05 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.79 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 41.86 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 1.14 CRITICAL DEPTH(FT) 1.43 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.43 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 0. 032 0.132 0.305 0.559 0.902 1.344 1.894 2.566 3 .374 4 .338 5.478 6.821 8.399 10.256 12.444 15.034 18.121 21.840 26.388 32.068 39 .393 41.860 .432 .421 .409 .397 .386 .374 .362 .351 .339 .327 .316 .304 .292 .280 .269 .257 .245 1.234 1.222 1.210 1.199 1.187 1.184 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1, 1. 1. 555 613 673 734 796 860 926 993 061 132 7.204 7.278 353 431 510 592 676 761 849 939 8.032 8.127 8.151 100 100 101 102 103 105 108 110 114 117 122 127 132 138 145 153 161 170 179 190 201 213 216 296.13 296.16 296.24 296.39 296.60 296.87 297.20 297.59 298.06 298.59 299.19 299.86 300.60 301.42 302.31 303.28 304.33 305 .46 306.67 307.97 309.36 310.84 311.22 NODE 225.00 : HGL = < 400.482>;EGL= < 401.150>;FLOWLINE= < 399.050> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 225.90 225.00 TO NODE ELEVATION = 225.90 IS CODE = 5 399.38 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 9.49 18.00 0.00 399.38 DOWNSTREAM 15.79 24.00 - 399.05 LATERAL #1 6.30 18.00 90.00 399.38 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) 1.19 1.43 0.97 0.00 5.370 6.557 3.565 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00816 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00655 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00736 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.029 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.592)+( 0.000) = 0.592 NODE 225.90 : HGL = < 401.294>;EGL= < 401.742>;FLOWLINE= < 399.380> ****************************************************************************** FLOW PROCESS FROM NODE 225.90 TO NODE 221.00 IS CODE = 1 UPSTREAM NODE 221.00 ELEVATION = 400.18 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 159.74 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.49)/( 105.044))**2 = 0.00816 HF=L*SF = ( 159.74)*(0.00816) = 1.304 NODE 221.00 : HGL = < 402.598>;EGL= < 403.046>;FLOWLINE= < 400.180> ****************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 3 UPSTREAM NODE 222.00 ELEVATION = 400.43 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 9.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 49.19 FEET BEND COEFFICIENT(KB) = 0.25000 FLOW VELOCITY = 5.37 FEET/SEC. VELOCITY HEAD = 0.448 FEET HB=KB*(VELOCITY HEAD) = ( 0.250)*( 0.448) = 0.112 SF=(Q/K)**2 = (( 9.49)/( 105.041))**2 = 0.00816 HF=L*SF = ( 49.19)*(0.00816) = 0.402 TOTAL HEAD LOSSES = HB + HF = ( 0.112)+( 0.402) = 0.513 NODE 222.00 : HGL = < 403.111>;EGL= < 403.559>;FLOWLINE= < 400.430> ****************************************************************************** FLOW PROCESS FROM NODE 221.90 TO NODE 220.00 IS CODE = 3 UPSTREAM NODE 220.00 ELEVATION = 400.50 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 9.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 39.040 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 14.71 FEET BEND COEFFICIENT(KB) = 0.16465 FLOW VELOCITY = 5.37 FEET/SEC. VELOCITY HEAD = 0.448 FEET HB=KB*(VELOCITY HEAD) = ( 0.165)*( 0.448) = 0.074 SF=(Q/K)**2 = (( 9.49)/( 105.048))**2 = 0.00816 HF=L*SF = ( 14.71)*(0.00816) = 0.120 TOTAL HEAD LOSSES = HB + HF = ( 0.074)+( 0.120) = 0.194 NODE 220.00 : HGL = < 403.305>;EGL= < 403.753>;FLOWLINE= < 400.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 220.00 FLOWLINE ELEVATION = 400.50 ASSUMED UPSTREAM CONTROL HGL = 401.69 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 225.8 TO 235.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY225_8.DAT TIME/DATE OF STUDY: 17:46 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 225.80- 1.35* 126.81 1.00 114.95 } FRICTION 235.00- 1.23* 119.42 1.04 Dc 114.69 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 225.80 FLOWLINE ELEVATION = 399.88 PIPE FLOW = 7.22 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 401.230 FEET NODE 225.80 : HGL = < 401.230>;EGL= < 401.518>;FLOWLINE= < 399.880> ****************************************************************************** FLOW PROCESS FROM NODE 225.80 TO NODE 235.00 IS CODE = 1 UPSTREAM NODE 235.00 ELEVATION = 400.05 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.22 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.00 CRITICAL DEPTH(FT) = 1.04 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL( FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1 .350 4 309 1 638 126 .81 2 .375 1 .338 4 338 1 630 125 .93 4 .712 1 .325 4 369 1 622 125 .08 7 . 013 1 .313 4 401 1 614 124 .26 9 .279 1 .300 4 435 1 606 123 .47 11 .512 1 .288 4 470 1 599 122 .71 13 .711 1 .276 4 506 1 591 121 .98 15 . 878 1 .263 4 544 1 584 121 .28 18 . Oil 1 .251 4 584 1 577 120 .61 20 .110 1 .239 4 625 1 571 119 .97 22 .000 1 .227 4 664 1 565 119 .42 NODE 235.00 : HGL = < 401.277>;EGL= < 401.615>;FLOWLINE= < 400.050> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 235.00 FLOWLINE ELEVATION = 400.05 ASSUMED UPSTREAM CONTROL HGL = 401.09 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS **************************************************************************.,..,..,..f. PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITION - 100 YEAR STORM EVENT * * NODES 2 80_9 TO 100 NO DETENTION * *********************************************************************.,.*.^.,..,. FILE NAME: C:\HYDRO\SY2 80_9.DAT TIME/DATE OF STUDY: 15:32 08/17/2004 **************************************************************************.f..f..i^.,. GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) } NODE NUMBER 280.90- 1 281.00- } 265.00- } 265.90- } 240.00- } 240.90-} 212.00- } 210.00- } 210.90- } 208.00- } 208.90- } 195.00- } 195.90- } 145.00- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCES S HEAD(FT) MOMENTUM(POUNDS) 6.75* FRICTION 5.91* FRICTION+BEND 3 . 81* JUNCTION FRICTION JUNCTION FRICTION 4.36* 4.26* 5 .58* 5264.42 4893 .54 3966.12 4002.86 3957.16 3774 .29 FRICTION+BEND 2 JUNCTION 4.89* 3473.57 } HYDRAULIC JUMP 2609.17 FRICTION JUNCTION FRICTION JUNCTION FRICTION 1 Dc 3 .77 2.71 Dc 2.71*Dc 3 .53* 3 . 86* 3 .47* 2509.83 2125.58 2125.58 2404.84 2269.07 2096.26 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 4493.11 1.97 2.03 2.91 Dc 2 .63 2.9 0 Dc 1. 93 1.98 2 .48* 1. 81* 2 .29* 2.71*Dc 2.71 Dc 2.17 2.61 DC 4379.71 3596.81 3450.74 3385.89 3155.97 3094.79 2678.53 2615.88 2218.08 2125.58 2125.58 1914,80 1824.60 } JUNCTION 145.90- 3.87* 2089.97 2.27 1649.90 } FRICTION 144.00- 3.79* 2053.47 2.53 Dc 1622.99 } JUNCTION 144.90- 4.57* 2135.25 1.80 1459.47 } FRICTION+BEND } HYDRAULIC JUMP 131.00- 2.37 Dc 1322.63 1.85* 1434.72 } FRICTION 130.00- 2.37 Dc 1322.63 1.93* 1400.42 } JUNCTION 130.90- 2.26*Dc 1233.32 2.26*Dc 1233.32 } FRICTION 115.00- 2.48* 1254.47 2.26 Dc 1233.32 } JUNCTION 115.90- 3.38* 1267.95 1.80 989.63 } FRICTION+BEND 112.00- 3.10* 1183.20 2.12 Dc 953.33 } JUNCTION 112.90- 3.31* 1194.05 1.80 918.69 } FRICTION 110.00- 2.59* 972.60 2.08 Dc 892.06 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 280.90 FLOWLINE ELEVATION = 383.25 PIPE FLOW = 103.71 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 390.000 FEET NODE 280.90 : HGL = < 390.000>;EGL= < 393.343>;FLOWLINE= < 383.250> ****************************************************************************** FLOW PROCESS FROM NODE 280.90 TO NODE 281.00 IS CODE = . 1 UPSTREAM NODE 281.00 ELEVATION = 384.85 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 103.71 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 31.40 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 103.71)/{ 666.978))**2 = 0.02418 HF=L*SF = ( 31.40)* (0 . 02418) = 0.759 NODE 281.00 : HGL = < 390.759>;EGL= < 394.102>;FLOWLINE= < 384.850> ****************************************************************************** FLOW PROCESS FROM NODE 281.00 TO NODE 265.00 IS CODE = 3 UPSTREAM NODE 265,00 ELEVATION = 389.50 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 103.71 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 39.380 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 82.50 FEET BEND COEFFICIENT(KB) = 0.16537 FLOW VELOCITY = 14.67 FEET/SEC. VELOCITY HEAD = 3.343 FEET HB=KB*(VELOCITY HEAD) = ( 0,165)*( 3.343) = 0.553 SF=(Q/K)**2 = (( 103.71)/( 666.986))**2 = 0.02418 HF=L*SF = ( 82.50)*(0.02418) = 1.995 TOTAL HEAD LOSSES = HB + HF = ( 0.553)+( 1.995) = 2.547 NODE 265.00 : HGL = < 393.307>;EGL= < 396.649>;FLOWLINE= < 389.500> ****************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 265.90 IS CODE = 5 UPSTREAM NODE 265.90 ELEVATION = 389.51 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 99.97 36.00 0.00 389.51 2.90 14.143 DOWNSTREAM 103.71 36.00 -389.50 2.91 14.672 LATERAL #1 3 .74 18.00 90.00 390.20 0.74 2 .116 LATERAL #2 0.00 0.00 0.00 0 . 00 0. 00 0.000 Q5 0.00 = ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02246 DOWNSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.02418 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02332 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.093 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.237)+( 0.093)+( 0.000) = 0.330 NODE 265.90 : HGL = < 393.873>;EGL= < 396.979>;FLOWLINE= < 389.510> ****************************************************************************** FLOW PROCESS FROM NODE 265.90 TO NODE 240.00 IS CODE = 1 UPSTREAM NODE 240.00 ELEVATION = 390.04 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 99.97 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 18.98 FEET MANNING'S N = 0.01300 SF={Q/K)**2 = ({ 99.97)/( 667.005))**2 = 0.02246 HF=L*SF = ( 18.98)*(0.02246) = 0.426 NODE 240.00 : HGL = < 394.300>;EGL= < 397.406>;FLOWLINE= < 390.040> ****************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.90 IS CODE = 5 UPSTREAM NODE 240.90 ELEVATION = 390.37 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 84.91 36.00 0.00 390.37 2.81 12.012 DOWNSTREAM 99.97 36.00 - 390.04 2.90 14.143 LATERAL #1 13.42 24.00 50.00 390.54 1.32 4.272 LATERAL #2 1.65 18.00 90.00 391.54 0.48 0.934 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01621 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02246 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,01933 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.077 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.703)+( 0.077)+( 0.000) = 0.781 NODE 240.90 : HGL = < 395.946>;EGL= < 398.186>;FLOWLINE= < 390.370> ****************************************************************************** FLOW PROCESS FROM NODE 240.90 TO NODE 212.00 IS CODE = 1 UPSTREAM NODE 212.00 ELEVATION = 391.70 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 84.91 CFS PIPE DIAMETER = 3 6.00 INCHES PIPE LENGTH = 40.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 84.91)/( 666.9J 35))**2 = 0 01621 HF=L*SF = ( 40 00)*(0.01621) = 0.648 NODE 212.00 : HGL = < 396.594>;EGL= < 398.835>;FLOWLINE= < 391.700> ****************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 210.00 IS CODE = 3 UPSTREAM NODE 210.00 ELEVATION = 397.39 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 84.91 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 34.470 DEGREES MANNING'S N = 0.013 00 PIPE LENGTH = 191.90 FEET HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.92 CRITICAL DEPTH(FT) = 2.81 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ L( FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 . 000 2 481 13 580 5 346 2678 53 1 . 862 2 458 13 692 5 371 2688 34 3 .913 2 436 13 809 5 399 2698 85 6 .168 2 413 13 929 5 428 2710 06 8 . 646 2 391 14 053 5 459 2721 98 11 .369 2 368 14 181 5 493 2734 65 14 .361 2 346 14 313 5 529 2748 06 17 . 651 2 324 14 450 5 568 2762 24 21 .274 2 301 14 590 5 609 2777 20 25 .271 2 279 14 736 5 652 2792 97 29 .690 2 256 14 885 5 699 2809 56 34 . 589 2 234 15 039 5 748 2826 99 40 . 041 2 211 15 198 5 800 2845 29 46 .135 2 189 15 362 5 856 2864 49 52 .985 2 166 15 531 5 914 2884 59 60 735 2 144 15 705 5 976 2905 65 69 579 2 121 15 885 6 042 2927 67 79 775 2 099 16 070 6 111 2950 69 91 690 2 076 16 261 6 185 2974 74 105 857 2 054 16 458 6 262 2999 85 123 106 2 032 16 660 6 344 3026 06 144 826 2 009 16 870 6 431 3053 41 173 622 1 987 17 086 6 522 3081 92 191 900 1 977 17 182 6 554 3094 79 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 4.89 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM{POUNDS) 0 . 000 4 . 894 12 . 012 7 135 3473 57 164 .762 3 . 000 12 . 012 5 241 2638 20 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3 . 00 =========== ========== ===== ===== ======= ======= ======== ===== ============== ======== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 164 .762 3 . 000 12 . 009 5 241 2638 20 165 .240 2 . 992 12 . Oil 5 234 2635 29 165 . 647 2 .985 12 . 016 5 228 2632 74 166 . Oil 2 .977 12 . 022 5 223 2630 42 166 .342 2 .970 12 . 029 5 218 2628 28 166 . 646 2 .962 12 . 037 5 214 2626 30 166 .925 2 .955 12 . 046 5 209 2624 47 167 .183 2 .947 12 . 056 5 206 2622 77 167 . 421 2 .940 12 . 067 5 202 2621 19 167 . 640 2 .932 12 . 078 5 199 2619 .73 167 . 842 2 .925 12 . 090 5 196 2618 38 168 . 028 2 .917 12 . 102 5 193 2617 .14 168 .198 2 . 909 12 . 115 5 190 2615 .99 168 .353 2 .902 12 . 129 5 188 2614 .95 168 .494 2 . 894 12 . 143 5 186 2614 .00 168 , 622 2 . 887 12 . 158 5 184 2613 . 14 168 ,736 2 . 879 12 . 173 5 182 2612 .36 168 . 837 2 . 872 12 . 189 5 180 2611 . 68 168 . 925 2 . 864 12 . 205 5 179 2611 . 08 169 . 001 2 . 857 12 . 222 5 178 2610 .57 169 . 065 2 . 849 12 . 239 5 177 2610 .14 169 .117 2 . 842 12 . 257 5 176 2609 .79 169 .157 2 . 834 12 . 275 5 175 2609 .52 169 .186 2 . 826 12 . 294 5 175 2609 .32 169 .2 03 2 . 819 12 . 313 5 175 2609 .21 169 .208 2 . 811 12 . 332 5 174 2609 .17 191 . 900 2 . 811. 12 . 332 5 174 2609 .17 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 3.774 FEET, 97.41 FEET UPSTREAM OF NODE 212.00 UPSTREAM CONJUGATE DEPTH = 2.072 FEET NODE 210.00 HGL = < 399.871>;EGL= < 402.736>;FLOWLINE= < 397.390> t-***************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.90 IS CODE = 5 UPSTREAM NODE 210.90 ELEVATION = 397.71 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 74.23 36.00 0.00 397.71 2.71 16.675 DOWNSTREAM 84.91 36.00 397.39 2 . 81 13.584 LATERAL #1 10. 69 24.00 90.00 398.37 1.17 4.842 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00 = ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02708 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01596 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02152 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.086 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.014)+( 0.086)+( 0.000) = 1.100 NODE 210.90 HGL < 399.518>;EGL= < 403.836>;FLOWLINE= < 397.710> ****************************************************************************** FLOW PROCESS FROM NODE 210.90 TO NODE 208.00 IS CODE = 1 UPSTREAM NODE 208.00 ELEVATION = 400.64 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 74.23 CFS PIPE DIAMETER 36.00 INCHES PIPE LENGTH = 76.44 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) = 1.62 CRITICAL DEPTH(FT) 2 .71 UPSTREAM CONTROL ASSUMED FLOWDEPTH( FT) 2 .29 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM(POUNDS) 0 . 000 2 .285 12 .843 4 848 2218. 08 1 .482 2 .259 12 .997 4 884 2230. 70 3 .120 2 .232 13 . 157 4 922 2244. 25 4 .930 2 .206 13 .323 4 963 2258. 76 6 .927 2 .179 13 .494 5 008 2274. 26 9 .132 2 .152 13 .672 5 057 2290 . 79 11 . 566 2 .126 13 . 857 5 109 2308. 37 14 .256 2 .099 14 . 048 5 165 2327. 05 17 .233 2 .072 14 .246 5 226 2346. 87 20 .533 2 . 046 14 .452 5 291 2367 . 86 24 .200 2 . 019 14 . 665 5 361 2390 . 07 28 .288 1 .993 14 . 886 5 436 2413 . 54 32 . 860 1 .966 15 . 115 5 516 2438. 34 37 .998 1 .939 15 .353 5 602 2464. 51 43 803 1 913 15.601 5 . 694 2492.10 50 407 1 886 15.857 5.793 2521.19 57 982 1 859 16.124 5 . 899 2551.82 66 763 1 833 16.401 6.012 2584.08 76 440 1 808 16.670 6 .126 2615.88 20i 3. 00 HGL = < 402 925>;EGL= < 405.488>;FLOWLINE= < 400.640 NODE ****************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.90 IS CODE = 5 UPSTREAM NODE 208.90 ELEVATION = 400.97 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 74.23 36.00 0.00 400.97 2 .71 11.048 DOWNSTREAM 74.23 36.00 -400.64 2.71 11.048 LATERAL #1 0.00 0.00 90. 00 400.94 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00= ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01087 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01087 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01087 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.043 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.287)+( 0.043)+( 0.000) = 0.330 NODE 208.90 : HGL = < 403.680>;EGL= < 405.575>;FLOWLINE= < 400.970> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 195.00 208.90 TO NODE ELEVATION = 195.00 IS CODE = 1 403.71 (FLOW UNSEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 74.23 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 281.70 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 3.00 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.71 2 .71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM(POUNDS) 0 . 000 2 .710 11.045 4 605 2125 .58 0 .139 2 .722 11.Oil 4 606 2125.65 0 .568 2.733 10.979 4 606 2125.84 1 .299 2.745 10.947 4 607 2126.17 2 .347 2.757 10.916 4 608 2126.64 3 .720 2.768 10.886 4 609 2127.23 5 .427 2.780 10.857 4 611 2127.96 7 .473 2 .791 10.828 4 613 2128.83 9 857 2 803 10 801 4 615 2129 83 12 576 2 815 10 774 4 618 2130 97 15 623 2 826 10 748 4 621 2132 25 18 985 2 838 10 723 4 624 2133 68 22 643 2 849 10 700 4 628 2135 25 26 576 2 861 10 677 4 632 2136 97 30 758 2 872 10 655 4 636 2138 84 35 159 2 884 10 634 4 641 2140 87 39 746 2 896 10 614 4 646 2143 06 44 485 2 907 10 595 4 651 2145 42 49 340 2 919 10 577 4 657 2147 96 54 275 2 930 10 561 4 663 2150 68 59 251 2 942 10 546 4 670 2153 60 64 232 2 954 10 532 4 677 2156 73 69 182 2 965 10 520 4 685 2160 11 74 062 2 977 10 510 4 693 2163 76 78 827 2 988 10 502 4 702 2167 74 83 396 3 000 10 498 4 712 2172 21 FLOW 281, IS UNDER 700 PRESSURE 3 .527 10.501 5.240 2404.84 NODE 195.00 : HGL = < 407.237>;EGL= < 408.950>;FLOWLINE= < 403.710> ****************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.90 IS CODE = 5 UPSTREAM NODE 195.90 ELEVATION = 404.01 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 66.93 74.23 7.30 0.00 0.00== DIAMETER ANGLE (INCHES) (DEGREES) 0.00 FLOWLINE CRITICAL VELOCITY (FT/SEC) 36.00 0.00 404.01 36.00 - 403.71 24.00 45.00 405.20 0.00 0.00 0.00 =Q5 EQUALS BASIN INPUT=== ELEVATION DEPTH(FT.) 2.61 9.469 2.71 10.501 0.96 2.324 0.00 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01007 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01239 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01123 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.268)+( 0.045)+( 0.000) = 0.312 NODE 195.90 : HGL = < 407.870>;EGL= < 409.262>;FLOWLINE= < 404.010> ****************************************************************************** FLOW PROCESS FROM NODE 195.90 TO NODE 145.00 IS CODE = 1 UPSTREAM NODE 145.00 ELEVATION = 405.20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH SF=(Q/K)**2 HF=L*SF = ( 66.93 CFS 79.27 FEET (( 66.93)/( 79 .27)* (0.01007 PIPE DIAMETER = 3 6.00 INCHES MANNING'S N = 0.01300 666.983))**2 = 0.01007 0.798 NODE 145.00 : HGL = < 408.668>;EGL= < 410.060>;FLOWLINE= < 405.200> ****************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.90 IS CODE = 5 UPSTREAM NODE 145.90 ELEVATION = 405.53 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 61.71 36.00 0.00 405.53 2 .53 8.730 DOWNSTREAM 66.93 36.00 -405.20 2.61 9.469 LATERAL #1 2.55 18 . 00 90.00 406.47 0.60 1.443 LATERAL #2 2 . 66 18.00 90.00 406.47 0.62 1.505 Q5 0.01 = ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00856 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01007 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00931 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.037 FEET ENTRANCE LOSSES = 0.278 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.209)+( 0.037)+( 0.278) = 0.524 NODE 145.90 : HGL = < 409.401>;EGL= < 410.585>;FLOWLINE= < 405.530> ****************************************************************************** FLOW PROCESS FROM NODE 145.90 TO NODE 144.00 IS CODE = 1 UPSTREAM NODE 144.00 ELEVATION = 405.72 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 61.71 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 12.53 FEET MANNING'S N = 0.01300 SF={Q/K)**2 = (( 61.71)/( 667.045))**2 = 0.00856 HF=L*SF = ( 12.53)*(0.00856) = 0.107 NODE 144.00 : HGL = < 409.509>;EGL= < 410.692>;FLOWLINE= < 405.720> ****************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 144.90 IS CODE = 5 UPSTREAM NODE 144.90 ELEVATION = 405.75 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 53 .37 36.00 0.00 405.75 2.37 7.550 DOWNSTREAM 61.71 36 .00 -405.72 2 .53 8.730 LATERAL #1 7 .20 24.00 45.00 406.47 0 .95 2 .292 LATERAL #2 0.00 0.00 0.00 0.00 0. 00 0 . 000 Q5 1.14 = ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00640 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00856 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00748 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.030 FEET ENTRANCE LOSSES = 0.237 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.247) +( 0,030) + ( 0.237) = 0.514 NODE 144.90 HGL < 410.321>;EGL= < 411.206>;FLOWLINE= < 405.750> ****************************************************************************** FLOW PROCESS FROM NODE 144.90 TO NODE 131.00 IS CODE = 3 UPSTREAM NODE 131.00 ELEVATION = 409.29 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 53.37 CFS CENTRAL ANGLE = 11.76 0 DEGREES PIPE LENGTH = 250.11 FEET PIPE DIAMETER = 36.00 INCHES MANNING'S N = 0.013 00 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.80 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.85 2 .37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 3 . 063 6.270 9.634 13.167 16.889 20.817 24.974 29.386 34.085 39.107 44.497 50.309 56.611 63.489 71.053 79.447 88.867 99.587 112.012 126.763 144.888 168.345 201.539 250.110 FLOW DEPTH (FT) 852 850 848 1. 846 844 842 840 838 836 834 1.832 1.830 1.828 1.826 1. 824 1.822 1.819 1.817 1.815 1. 813 1.811 1.809 1. 807 1.805 1. 804 VELOCITY (FT/SEC) 11.649 11.664 11.679 11.694 11.710 11.725 11.740 11.755 11.771 11.786 11.801 11.817 11.832 11.848 11.863 11.879 11.895 11.911 11.926 11.942 11.958 11.974 11.990 12.006 12 . 020 SPECIFIC ENERGY(FT) 960 964 967 971 974 978 981 985 988 992 996 999 003 007 010 014 4 . 018 4 . 022 4.025 4.029 4.033 037 041 045 048 PRESSURE+ MOMENTUM(POUNDS) 1434.72 1435.70 1436.68 1437.66 1438.66 1439.65 1440.66 1441.66 1442.68 1443.70 1444.72 1445.75 1446.78 1447.82 1448.87 1449.92 1450.98 1452.04 1453.11 1454.18 1455.26 1456.35 1457.44 1458.53 1459.47 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.57 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) 0.000 212.126 HEAD(FT) 4.571 3 . 000 (FT/SEC) 7.550 7.550 ENERGY(FT) 5.456 3 .885 MOMENTUM(POUNDS) 2135.25 1442.51 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: NCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ ROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 212 . 126 3 . 000 7 548 3 885 1442 51 214 .969 2 .975 7 558 3 862 1432 47 217 .482 2 . 950 7 576 3 842 1423 29 219 . 808 2 . 925 7 599 3 822 • 1414 69 221 . 989 2 .900 7 626 3 803 1406 57 224 . 048 2 . 875 7 658 3 786 1398 89 225 . 999 2 . 850 7 692 3 769 1391 61 227 . 852 2 . 825 7 730 3 753 1384 72 229 . 614 2 .799 7 771 3 738 1378 20 231 .288 2 .774 7 815 3 723 1372 04 232 . 877 2 .749 7 862 3 710 1366 23 234 .383 2 .724 7 912 3 697 1360 78 235 . 807 2 .699 7 964 3 685 1355 68 237 .149 2 .674 8 019 3 673 1350 94 238 .407 2 .649 8 077 3 663 1346 54 239 .580 2 . 624 8 137 3 653 1342 50 240 . 666 2 .599 8 200 3 644 1338 82 241 . 662 2 .574 8 266 3 636 1335 50 242 .565 2 .549 8 335 3 628 1332 54 243 .369 2 . 524 8 406 3 622 1329 96 244 . 070 2 .499 8 481 3 616 1327 75 244 . 662 2 .474 8 558 3 611 1325 93 245 . 138 2 .449 8 638 3 608 1324 50 245 .491 2 .423 8 721 3 605 1323 47 245 .710 2 .398 8 807 3 603 1322 84 245 .785 2 .373 8 896 3 603 1322 63 250 .110 2 .373 8 896 3 603 1322 63 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 3.005 FEET, 211.48 FEET UPSTREAM OF NODE 144.90 UPSTREAM CONJUGATE DEPTH = 1.832 FEET NODE 131.00 : HGL = < 411.142>;EGL= < 413.250>;FLOWLINE= < 409.290> ****************************************************************************** FLOW PROCESS FROM NODE 131,00 TO NODE 130.00 IS CODE = 1 UPSTREAM NODE 130.00 ELEVATION = 409.97 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.37 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 45.58 FEET MANNING'S N = 0.013 00 NORMAL DEPTH(FT) = 1.77 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.37 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 1 .931 11 093 3 843 1400 .42 2 . 484 1 .925 11 136 3 851 1402 .92 5 . 112 1 .918 11 179 3 860 1405 .46 7 . 899 1 .912 11 222 3 869 1408 . 05 10. 857 1 .905 11 266 3 878 1410 . 69 14. 005 1 . 899 11 311 3 887 1413 .38 17. 362 1 . 893 11 355 3 896 1416 .12 20. 950 1 . 886 11 400 3 906 1418 . 91 24. 797 1 . 880 11 446 3 915 1421 . 74 28 . 933 1 . 873 11 492 3 925 1424 .63 33 . 396 1 . 867 11 538 3 935 1427 . 57 38 . 231 1 . 861 11 585 3 946 1430 . 56 . 43 . 495 1 . 854 11 632 3 956 1433 . 61 45 . 580 1 . 852 11 649 3 960 1434 .72 NODE 13C . 00 HGL = < 411. 901>;EGL= < 413.813>;FLOWLINE= < 409. 970> **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.90 IS CODE = 5 UPSTREAM NODE 130.90 ELEVATION = 410.47 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 47.14 53.37 6.23 0. 00 0 . 00=: DIAMETER ANGLE (INCHES) (DEGREES) FLOWLINE ELEVATION 30.00 0.00 410.47 36.00 - 409.97 15.00 90.00 410.47 0.00 0.00 0.00 =Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.) 2.26 2.37 1.01 0.00 VELOCITY (FT/SEC) 10.099 8.898 5.077 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01159 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00685 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00922 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.037 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = { 0.704)+( 0.037)+( 0.000) = 0.741 NODE 130.90 HGL < 412.730>;EGL= < 414.313>;FLOWLINE= < 410.470> ****************************************************************************** FLOW PROCESS FROM NODE 130.90 TO NODE 115.00 IS CODE = 1 UPSTREAM NODE 115.00 ELEVATION = 410.93 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 47.14 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 45.58 FEET MANNING'S N = 0.01300 ===> NORMIAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 2.50 CRITICAL DEPTH(FT) DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.26 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ )L (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 0. 000 2 260 10 096 3 843 1233 .32 0 . 088 2 269 10 066 3 844 1233 .36 0 . 357 2 279 10 036 3 844 1233 .47 0. 813 2 289 10 007 3 845 1233 . 66 1. 463 2 298 9 979 3 846 1233 .92 2 . 312 2 308 9 952 3 847 1234 .27 3 . 363 2 317 9 926 3 848 1234 . 69 4. 619 2 327 9 900 3 850 1235 . 19 6. 079 2 337 9 875 3 852 1235 .76 7. 743 2 346 9 851 3 854 1236 .42 9 . 607 2 356 9 827 3 856 1237 .16 11. 664 2 365 9 805 3 859 1237 .97 13 . 908 2 375 9 783 3 862 1238 . 88 16 . 328 2 385 9 762 3 865 1239 . 87 18. 912 2 394 9 742 3 869 1240 .94 21. 647 2 404 9 723 3 873 1242 .11 24. 516 2 414 9 705 3 877 1243 .37 27 . 502 2 423 9 688 3 881 1244 .73 30. 588 2 433 9 672 3 886 1246 .19 33 . 753 2 442 9 657 3 891 1247 .75 36 . 979 2 452 9 644 3 897 1249 .43 40. 244 2 462 9 631 3 903 1251 .24 43 . 528 2 471 9 620 3 909 1253 .18 45 . 580 2 477 9 614 3 913 1254 .47 115 . 00 HGL = < 413 407>;EGL= < 414.843>;FLOWLINE= < 410. 930> NODE ****************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.90 IS CODE = 5 UPSTREAM NODE 115.90 ELEVATION = 410.93 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 39.53 30.00 0.00 410.93 2 .12 8.053 DOWNSTREAM 47.14 30.00 410.93 2.26 9 . 618 LATERAL #1 7.61 18.00 80.00 410.93 1.07 4.306 LATERAL #2 0 . 00 0.00 0.00 0 . 00 0 . 00 0 . 000 Q5 0 . 00= ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01075 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.043 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.426)+( 0.043)+{ 0.000) = 0.469 00929 01221 0.000 FEET NODE 115.90 : HGL = < 414.306>;EGL= < 415.312>;FLOWLINE= < 410.930> ****************************************************************************** FLOW PROCESS FROM NODE 115.90 TO NODE 112.00 IS CODE = 3 UPSTREAM NODE 112.00 ELEVATION = 412.36 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 39.53 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 18.750 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 111.80 FEET BEND COEFFICIENT(KB) = 0.11411 FLOW VELOCITY = 8.05 FEET/SEC. VELOCITY HEAD = 1.007 FEET HB=KB*(VELOCITY HEAD) = ( 0.114)*( 1.007) = 0.115 SF=(Q/K)**2 = (( 39.53)/( 410.175))**2 = 0.00929 HF=L*SF = ( 111.80)*(0.00929) = 1.038 TOTAL HEAD LOSSES = HB + HF = ( 0.115)+( 1.03 8) = 1.153 NODE 112.00 : HGL = < 415.459>;EGL= < 416.466>;FLOWLINE= < 412.360> ****************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.90 IS CODE = 5 UPSTREAM NODE 112.90 ELEVATION = 412.36 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 37.73 30.00 0.00 412.36 2.08 7.686 DOWNSTREAM 39.53 30.00 - 412.36 2.12 8.053 LATERAL #1 1.80 18.00 90.00 412.66 0.50 1.019 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00929 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00887 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.035 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.090)+( 0.035)+( 0.000) = 0.125 NODE 112.90 : HGL = < 415.673>;EGL= < 416.591>;FLOWLINE= < 412.360> ****************************************************************************** FLOW PROCESS FROM NODE 112.90 TO NODE 110.00 IS CODE = 1 UPSTREAM NODE 110.00 ELEVATION = 415.11 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 37.73 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 239.56 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 37.73)/( 410.172))**2 = 0.00846 HF=L*SF = ( 239 .56)* (0.00846) = 2.027 NODE 110.00 : HGL = < 417.700>;EGL= < 418.618>;FLOWLINE= < 415.110> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 110.00 FLOWLINE ELEVATION = 415.11 ASSUMED UPSTREAM CONTROL HGL = 417.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS **********************************************************^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 515.8 TO 525.0 DESILT * * lOO-YEAR STORM EVENT * ********************************************************^^^^^^^^^^^^^^^^^^ FILE NAME: C:\HYDRO\SY515_8.DAT TIME/DATE OF STUDY: 18:01 10/11/2004 **********************************************************^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 515.80- 3.88* 589.26 0.99 331 40 } FRICTION 517.00- 3.28* 522.80 1.15 342 92 } FRICTION 525.00- 3.05* 497.71 I.40 Dc 323.11 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION **********************************************************^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 515.80 FLOWLINE ELEVATION = 401 83 PIPE FLOW = 14.92 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 405.710 FEET NODE 515.80 : HGL = < 405.710>;EGL= < 406.817>;FLOWLINE= < 401.830> **************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 515.80 TO NODE 517.00 IS CODE = 1 UPSTREAM NODE 517.00 ELEVATION = 402.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.92 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 16.72 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 14.92)/( 105.044))**2 = 0.02017 HF=L*SF = ( 16.72)*(0.02017) = 0.337 NODE 517.00 : HGL = < 406.047>;EGL= < 407.154>;FLOWLINE= < 402.770> ****************************************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 525.00 IS CODE = 1 UPSTREAM NODE 525.00 ELEVATION = 403.79 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.92 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 39.28 FEET MANNING'S N = 0.01300 SF=(0/K)**2 = (( 14.92)/( 105.043))**2 = 0.02017 HF=L*SF = ( 39.28)*(0.02017) = 0.792 NODE 525.00 : HGL = < 406.840>;EGL= < 407.947>;FLOWLINE= < 403.790> ****************** ************************************************************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 525.00 FLOWLINE ELEVATION = 403.79 ASSUMED UPSTREAM CONTROL HGL = 405.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************.^.^.^.^.^.^.^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 530.8 TO 545 DESILT * * 1OO-YEAR STORM EVENT * ***********************************************************^,.^^.i,.^.i^.i,^^^^^^^^ FILE NAME: C:\HYDRO\SY530_8.DAT TIME/DATE OF STUDY: 18:19 10/11/2004 *****************************************************************^^.^^^.^.^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 530.80- 5.70* 2152.57 2.22 1140.46 } FRICTION 550.00- 5.83* 2191.88 2.22 Dc 1140.46 } JUNCTION 550.90- 6.30* 2050.67 1.61 887 75 } FRICTION 546.00- 4.55* 1517.26 2.03 Dc 827.36 } JUNCTION 5'16.90- 4.64* 1543.67 1.64 880.05 } FRICTION 545.00- 4.03* 1356.85 2.03 Dc 827.35 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************^*.f,.„.^^.i,.^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 53 0.80 FLOWLINE ELEVATION = 392.54 PIPE FLOW = 44.72 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 398.240 FEET NODE 530.80 : HGL = < 398.240>;EGL= < 399.529>;FLOWLINE= < 392.540> *******************************************************************.i,.i,.^.^.^.i,^^^^^ FLOW PROCESS FROM NODE 530.80 TO NODE 550.00 IS CODE = 1 UPSTREAM NODE 550.00 ELEVATION = 393.22 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 44.72 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 68.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 44.72)/( 410.171))**2 = 0.01189 HF=L*SF = ( 68.00)*(0.01189) = 0.808 NODE 550.00 : HGL = < 399.048>;EGL= < 400.337>;FLOWLINE= < 393.220> ****************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.90 IS CODE = 5 UPSTREAM NODE 550.90 ELEVATION = 393.72 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 35.77 30.00 0.00 393.72 2.03 7.287 DOWNSTREAM 44.72 30.00 - 393.22 2.22 9.110 LATERAL #1 8.95 18.00 90.00 394.10 1.16 5.065 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00760 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01189 AVEFIAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00975 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.039 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.464) +( 0.039) + ( 0.000) = 0.503 NODE 550.90 : HGL = < 400.016>;EGL= < 400.84 0>;FLOWLINE= < 393.720> ****************************************************************************** FLOW PROCESS FROM NODE 550.90 TO NODE 546.00 IS CODE = 1 UPSTREAM NODE 546.00 ELEVATION = 397.53 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.77 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 272.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 35.77)/( 410.174))**2 = 0.00761 HF=L*SF = ( 272.00)*(0.00761) = 2.069 NODE 546.00 : HGL = < 402.084>;EGL= < 402.909>;FLOWLINE= < 397.530> ****************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 546.90 IS CODE = 5 UPSTREAM NODE 546.90 ELEVATION = 397.86 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 35.77 30.00 40.00 397.86 2.03 7.287 DOWNSTREAM 35.77 30.00 - 397.53 2.03 7.287 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00760 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00760 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00760 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.030 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.386)+( 0.030)+( 0.000) = 0.416 NODE 546.90 : HGL = < 402.501>;EGL= < 403.325>;FLOWLINE= < 397.860> ****************************************************************************** FLOW PROCESS FROM NODE 546.90 TO NODE 545.00 IS CODE = 1 UPSTREAM NODE 545.00 ELEVATION = 399.20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.77 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 96.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 35.77)/( 410.177))**2 = 0.00760 HF=L*SF = ( 96.00)*(0.00760) = 0.730 NODE 545.00 : HGL = < 403.231>; EGL= < 404.055>;FLOWLINE= < 399.200> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 545.00 FLOWLINE ELEVATION = 399.20 ASSUMED UPSTREAM CONTROL HGL = 401.23 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 550.8 TO 560.0 DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILENAME: SY550_8.DAT TIME/DATE OF STUDY: 14:38 06/08/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 550.80- 5.92* 1032.11 0.97 179.14 } FRICTION 560.00- 5.54* 958.17 1.16 Dc 171.31 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 550.80 FLOWLINE ELEVATION = 394.10 PIPE FLOW = 10.47 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 400.020 FEET NODE 550.80 : HGL = < 400.020>;EGL= < 400.192>;FLOWLINE= < 394.100> ****************************************************************************** FLOW PROCESS FROM NODE 550.80 TO NODE 560.00 IS CODE = 1 UPSTREAM NODE 560.00 ELEVATION = 394.58 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.47 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 48.00 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 10.47)/( 226.226))**2 = 0.00214 HF=L*SF = ( 48.00)* (0.00214) = 0.103 NODE 560.00 : HGL = < 400.123>;EGL= < 400.295>;FLOWLINE= < 394.580> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 560.00 FLOWLINE ELEVATION = 394.58 ASSUMED UPSTREAM CONTROL HGL = 395.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 600.8 TO 610.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY600_8.DAT TIME/DATE OF STUDY: 17:15 06/01/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM{POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 600.80- 5.31* 656.56 1.31 228.31 } FRICTION 610.00- 5.44* 670.88 1.31 Dc 228.31 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 600.80 FLOWLINE ELEVATION = 381.59 PIPE FLOW = 11.84 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 386.900 FEET NODE 600.80 : HGL = < 386.900>;EGL= < 387.597>;FLOWLINE= < 381.590> ****************************************************************************** FLOW PROCESS FROM NODE 600.80 TO NODE 610.00 IS CODE = 1 UPSTREAM NODE 610.00 ELEVATION = 382.07 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.84 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 48.00 FEET MAN['>IING'S N = 0.01300 SF=(Q/K)**2 = (( 11.84)/( 105.043))**2 = 0.01270 HF=L*SF = ( 48.00)*(0.01270) = 0.610 NODE 610.00 : HGL = < 387.510>;EGL= < 388.207>;FLOWLINE= < 382.070> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 610.00 FLOWLINE ELEVATION = 382.07 ASSUMED UPSTREAM CONTROL HGL = 3 83.38 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 615.8 TO 625.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY615_8.DAT TIME/DATE OF STUDY: 13:30 09/13/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM{POUNDS) 615.80- 4.07* 797.93 1.36 356.06 } FRICTION 625.00- 3.89* 762.28 1.52 Dc 349.53 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 615.80 FLOWLINE ELEVATION = 375.29 PIPE FLOW = 17.83 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 379.360 FEET NODE 615.80 : HGL = < 379.360>;EGL= < 379.860>;FLOWLINE= < 375.290> ****************************************************************************** FLOW PROCESS FROM NODE 615.80 TO NODE 625.00 IS CODE = 1 UPSTREAM NODE 625.00 ELEVATION = 375.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.83 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 48.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = {( 17.83)/( 226.218))**2 = 0.00621 HF=L*SF = ( 48.00)*(0.00621) = 0.298 NODE 625.00 : HGL = < 379.658>;EGL= < 380.158>;FLOWLINE= < 375.770> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 625.00 FLOWLINE ELEVATION = 375.77 ASSUMED UPSTREAM CONTROL HGL = 377.29 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 680.8 TO 704.0 JUNCTION * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY680_8.DAT TIME/DATE OF STUDY: 15:09 06/01/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN NODE MODEL PRESSURE PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) 680.80- 8.44* } FRICTION+BEND 681.00- } FRICTION 720.00- } JUNCTION 720.90- } FRICTION 706.00- } MANHOLE 706.90- } FRICTION 701.00- } JUNCTION 701.90- } FRICTION 707.00- } MANHOLE 707.90- 8.20* 7.29* 7.55* 3 .48* 3 . 05* 3 . 04* 5.36* 2 . 08* 1.59 } FRICTION 702.00- 1.38 Dc } FRICTION+BEND 703.00- 1.38 Dc } FRICTION 704.00-1.3 8*Dc 4455.60 4348.00 3946.86 3819.74 2026.15 1834.40 1831.58 1371.14 384.81 308 .23 298.83 298.83 298 . 83 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 2383.90 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE 1 . 85 1.91 2 .12 1.75 2 . 03 2 .46 2.58 Dc 0.98 0. 93 1.01* 1. 03* 1. 05* 1.3 8*Dc 25 2326.88 2159.28 2097.72 1883.36 1747.79 1741.40 352.48 369 .72 341.40 337.07 333.53 298.83 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 680.80 FLOWLINE ELEVATION = 356.52 PIPE FLOW = 71.32 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 354.960 FEET NODE 680.80 : HGL = < 364.950>;EGL= < 366.541>;FLOWLINE= < 356.520> ****************************************************************************** FLOW PROCESS FROM NODE 680.80 TO NODE 681.00 IS CODE = 3 UPSTREAM NODE 681.00 ELEVATION = 357.31 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 71.32 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 34.020 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 26.51 FEET BEND COEFFICIENT(KB) = 0.15370 FLOW VELOCITY = 10.09 FEET/SEC. VELOCITY HEAD = 1.581 FEET HB=KB*(VELOCITY HEAD) = ( 0.154)*( 1.581) = 0.243 SF=(Q/K)**2 = (( 71.32)/( 666.986))**2 = 0.01143 HF=L*SF = ( 26.51)* (0.01143) = 0.303 TOTAL HEAD LOSSES = HB + HF = ( 0.243)+( 0.303) = 0.546 NODE 581.00 : HGL = < 365.506>;EGL= < 367.087>;FLOWLINE= < 357.310> ****************************************************************************** FLOW PROCESS FROM NODE 681.00 TO NODE 720.00 IS CODE = 1 UPSTREAM NODE 720.00 ELEVATION = 358.79 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 71.32 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 49.90 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 71.32)/( 666.997))**2 = 0.01143 HF=L*SF = ( 49.90)* (0.01143) = 0.571 NODE 720.00 : HGL = < 366.077>;EGL= < 367.657>;FLOWLINE= < 358.790> ****************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.90 IS CODE = 5 UPSTREAM NODE 720.90 ELEVATION = 359.12 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 64 . 81 36.00 0.00 359.12 . 2.58 9 .169 DOWNSTREAM 71.32 35.00 358.79 2 . 67 10.090 LATERAL #1 3 . 82 18.00 90.00 360.12 0.75 2 .152 LATERAL #2 2 . 59 18.00 90.00 360.12 0.62 1.522 Q5 0.00 = -==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING' S N = 0.01300; FRICTION SLOPE = 0 . 00944 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01143 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01044 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.042 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.275)+( 0.042)+( 0.000) = 0.317 NODE 720.90 : HGL = < 366.659>;EGL= < 367.975>;FLOWLINE= < 359.120> FLOW PROCESS FROM NODE 720.90 TO NODE 706.00 IS CODE = 1 UPSTREAM NODE 7 06.00 ELEVATION = 366.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 64.81 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 298.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 64.81)/( 666.986))**2 = 0.00944 HF=L*SF = ( 298.00)*(0.00944) = 2.814 NODE 706.00 : HGL = < 369.483>;EGL= < 370.788>;FLOWLINE= < 366.000> ****************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 705.90 IS CODE = 2 UPSTREAM NODE 705.90 ELEVATION = 366.50 (FLOW IS UNDER PRESSURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 64.81 CFS PIPE DIAMETER = 36.00 INCHES FLOW VELOCITY = 9.17 FEET/SEC. VELOCITY HEAD = 1.305 FEET HMN = .05*(VELOCITY HEAD) = .05*( 1.305) = 0.065 NODE 706.90 : HGL = < 369.548>;EGL= < 370.854>;FLOWLINE= < 366.500> ****************************************************************************** FLOW PROCESS FROM NODE 706.90 TO NODE 701.00 IS CODE = 1 UPSTREAM NODE 701.00 ELEVATION = 367.13 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 64.81 CFS PIPE DIAMETER = 35.00 INCHES PIPE LENGTH = 66.05 FEET MANNING'S N = 0 . 01300 SF=(Q/K)**2 = ( ( 64.81)/( 656.9£ 35))**2 = 0 00944 HF=L*SF = { 66 05)* (0.00944) = 0.624 NODE 701.00 : HGL = < 370.172>;EGL= < 371.477>;FLOWLINE= < 367.130> ****************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 701.90 IS CODE = 5 UPSTREAM NODE 701.90 ELEVATION = 367.63 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 15.78 30.00 0. 00 367.63 1.38 3 .418 DOWNSTREAM 54 . 81 36 . 00 -367.13 2.58 9.169 LATERAL #1 48.07 24.00 90.00 368.13 1.98 15.301 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0 . 00 = ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.00167 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00944 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00556 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = 4.00 FEET 0.022 FEET ENTRANCE LOSSES = 0.000 FEET (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) ( 1.676)+( 0.022)+( 0.000) = 1.698 NODE 701.90 HGL < 372.993>;EGL= < 373.175>;FLOWLINE= 357 . 530> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 707.00 701.90 TO NODE ELEVATION = 707.00 IS CODE = 1 371.24 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.78 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 225.95 FEET MAILING'S N = 0.013 00 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) PRESSURE FLOW PROFILE COMPUTED INFORMATION: 5.36 DISTANCE FROM CONTROL(FT) PRESSURE HEAD(FT) VELOCITY (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 200.196 5 .363 2 . 500 3.41i 3 .41J 3 5.545 3 2.681 1371 494 14 04 NORMAL DEPTH(FT) = 0.98 CRITICAL DEPTH(FT) = 1.31 ! ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIEID FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL( FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUN] 200 .196 2 .500 3 417 2 681 494 . 04 203 .193 2 .455 3 431 2 538 480 . 85 206 . 084 2 .411 3 456 2 596 468 .11 208 .910 2 .366 3 490 2 555 455 .74 211 . 683 2 . 322 3 529 2 515 443 .72 214 .408 2 . 277 3 575 2 475 432 . 05 217 .088 2 .232 3 626 2 437 420 .75 219 .724 2 ,188 3 683 2 398 409 .82 222 .314 2 .143 3 745 2 351 399 .27 224 . 857 2 . 099 3 813 2 324 389 . 13 225 .950 2 . 079 3 845 2 309 384 . 81 NODE 707.00 HGL = < 373 . 319>;EGL= < 373.549>;FL0WLINE= < 371. 240 ****************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.90 IS CODE = 2 UPSTREAM NODE 707.90 ELEVATION = 371.57 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 16,78 CFS AVERAGED VELOCITY HEAD = 0.740 FEET PIPE DIAMETER 30.00 INCHES HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 0.740) NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS 0 . 037 NODE 707.90 : HGL = < 372.585>;EGL= < 373.835>;FLOWLINE= < 371.570> ****************************************************************************** FLOW PROCESS FROM NODE 707.90 TO NODE 702.00 IS CODE = 1 UPSTREAM NODE 702.00 ELEVATION = 373.87 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.78 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 164.12 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.01 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.03 1.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 1 . 031 8.780 2 229 337 07 1 .764 1 . 031 8.788 2 231 337 25 3 . 608 1 . 030 8.796 2 232 337 42 5 .538 1 .029 8.803 2 233 337 60 7 .561 1 .029 8.811 2 235 337 77 9 . 689 1 .028 8.819 2 236 337 95 11 .930 1 .027 8.827 2 238 338 13 14 .298 1 . 026 8.835 2 239 338 30 16 . 806 1 . 026 8.843 2 241 338 48 19 .473 1 .025 8.852 2 242 338 65 22 .318 1 . 024 8.860 2 244 338 84 25 .365 1 . 024 8.868 2 245 339 02 28 . 646 1 . 023 8.875 2 247 339 20 32 .197 1 . 022 8.884 2 249 339 38 36 . 066 1 .022 8. 892 2 250 339 55 40 .313 1 . 021 8.900 2 252 339 74 45 .017 1 . 020 8.908 2 253 339 93 50 .288 1 . 019 8.915 2 255 340 11 56 .276 1 .019 8.925 2 256 340 29 63 .204 1 . 018 8.933 2 258 340 48 71 .416 1 .017 8.941 2 259 340 65 81 .487 1 . 017 8.949 2 251 340 84 94 .500 1 .015 8.957 2 263 341 03 112 . 883 1 .015 8.965 2 264 341 22 144 .429 1 . 015 8.974 2 266 341 40 164 .120 1 . 015 8.974 2 266 341 40 NODE 702.00 HGL = < 374.901>;EGL= < 37 6.099>;FLOWLINE= < 373.870> ****************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 3 UPSTREAM NODE 703.00 ELEVATION = 374.23 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 15.78 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE PIPE LENGTH = 5.250 DEGREES 25.73 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1 .01 CRITICAL DEPTH(FT) 1.3 B UPSTREAM ::ONTROL ASSUMED FLOWDEPTH(FT) 1.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM(POUNDS) 0 .000 1. 046 8.621 2 200 333 .63 -1 J. .689 1. 044 8 . 635 2 203 333 .92 3 .457 1. 043 8.649 2 205 334 .22 5 .311 1. 042 8.652 2 208 334 .52 7 .250 1. 041 8.675 2 210 334 .82 9 .311 1. 039 8.690 2 213 335 .12 11 . 477 1. 038 8.704 2 215 335 .42 13 .769 1. 037 8.718 2 218 335 .72 15 .202 1. 035 8.732 2 220 336 . 03 18 .792 1. 034 8.745 2 223 336 .34 21 .561 1. 033 8.760 2 225 336 .64 24 .533 1. 032 8.774 2 228 336 .95 25 .730 1. 031 8.780 2 229 337 .07 NODE 703.00 HGL < 375.276>;EGL= < 376.430>;FLOWLINE= < 374.230> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 7 04.00 703.00 TO NODE ELEVATION = 704.00 IS CODE = 1 375.20 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.78 CFS PIPE DIAMETER 30,00 INCHES PIPE LENGTH = 59.39 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 1.01 CRITICAL DEPTH(FT) 1.3i 3 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL( FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 , 000 1 .385 6 Oil 1 945 298 83 0 . 034 1 .370 6 091 1 947 298 89 0 .139 1 .355 6 174 1 947 299 05 0 .324 1 .340 6 259 1 949 299 32 0 .595 1 .326 6 347 1 951 299 71 0 .962 1 .311 6 437 1 954 300 21 1 .435 1 .296 5 529 1 958 300 83 2 .027 1 .281 6 625 1 963 301 58 2 .751 1 .266 6 723 1 969 302 45 3 .625 1 .252 6 824 1 975 303 46 4 , 569 1 .237 6 929 1 983 304 50 5 , 908 1 .222 7 036 1 991 305 88 7 .372 1 .207 7 147 2 001 307 30 9 . 097 1 .192 7 261 2 012 308 87 11 130 1 177 7 380 2 024 310 59 13 533 1 153 7 502 2 037 312 48 15 385 1 148 7 627 2 052 314 52 19 794 1 133 7 757 2 068 316 74 23 911 1 118 7 892 2 086 319 13 28 957 1 103 8 031 2 105 321 70 35 278 1 089 8 175 2 127 324 47 43 449 1 074 8 324 2 150 327 43 54 550 1 059 8 478 2 176 330 59 59 390 1 046 8 621 2 200 333 63 NODE 704.00 : HGL = < 376.585>;EGL= < 377.145>;FLOWLINE= < 375.200> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 704.00 FLOWLINE ELEVATION = 375.20 ASSUMED UPSTREAM CONTROL HGL = 375.58 FOR DOWNSTREAM RUN ANALYSIS- END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 700.8 TO 715.0 DESILT * * 1OO-YEAR STROM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY700_8.DAT TIME/DATE OF STUDY: 09:55 10/12/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 700.80- 5.48* 1600.34 1.51 609.51 } FRICTION 715.00- 5.15* 1499.31 1.80 Dc 583.95 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 700.80 FLOWLINE ELEVATION = 370.15 PIPE FLOW = 27.78 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 375.630 FEET NODE 700.80 : HGL = < 375.630>;EGL= < 376.127>;FLOWLINE= < 370.150> ****************************************************************************** FLOW PROCESS FROM NODE 700.80 TO NODE 715.00 IS CODE = 1 UPSTREAM NODE 715.00 ELEVATION = 370.70 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 27.78 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 48.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 27.78)/( 410.166))**2 = 0.00459 HF=L*SF = ( 48.00)*(0.00459) = 0.220 NODE 715.00 : HGL = < 375.850>;EGL= < 376.348>;FLOWLINE= < 370.700> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 715.00 FLOWLINE ELEVATION = 370.70 ASSUMED UPSTREAM CONTROL HGL = 372.50 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 701.8 TO 695.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY701_8.DAT TIME/DATE OF STUDY: 17:57 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 701.80- 5.61* 2440.67 1.68 1709.25 } FRICTION 700.00- 4.30* 2039.87 2.33 Dc 1470.18 } JUNCTION 700.90- 5.48* 1583.84 1.14 715.88 } FRICTION } HYDRAULIC JUMP 693.00- 1.77 Dc 562.70 1.14* 713.71 } JUNCTION 693.90- 1.81 Dc 633.05 1.66* 640.65 } FRICTION 694.00- 1.81 Dc 633.05 1.67* 639.66 } FRICTION+BEND 695.00- 1.81*Dc 633.05 1.81*Dc 633.05 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN ]>IANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 701.80 FLOWLINE ELEVATION = 367.38 PIPE FLOW = 52.91 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 372.990 FEET NODE 701.80 : HGL = < 372.990>;EGL= < 374.794>;FLOWLINE= < 367.380> ****************************************************************************** FLOW PROCESS FROM NODE 701.80 TO NODE 700.00 IS CODE = 1 UPSTREAM NODE 700.00 ELEVATION = 369.82 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 52.91 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 68.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 52.91)/( 410.171))**2 = 0.01664 HF=L*SF = ( 68.00)*(0.01664) = 1.132 NODE 700.00 : HGL = < 374.121>;EGL= < 375.926>;FLOWLINE= < 369.820> ****************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 700.90 IS CODE = 5 UPSTREAM NODE 700.90 ELEVATION = 370.15 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 27.03 30.00 0.00 370.15 1.77 5.506 DOWNSTREAM 52.91 30.00 - 369.82 2.33 10.779 LATERAL #1 25.90 18.00 60.00 371.41 1.49 14.656 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00434 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01664 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01049 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.042 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.132)+( 0.042)+( 0.000) = 0.174 NODE 700.90 : HGL = < 375.629>;EGL= < 376.100>;FLOWLINE= < 370.150> ****************************************************************************** FLOW PROCESS FROM NODE 700.90 TO NODE 693.00 IS CODE = 1 UPSTREAM NODE 693.00 ELEVATION = 375.53 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 27.03 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 224.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.14 CRITICAL DEPTH(FT) = 1.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.14 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.142 12.369 3.519 713.71 2.449 1.142 12.371 3.520 713.80 5 004 1 142 12 .373 3 .520 713 89 7 672 1 142 12 .375 3 .521 713 98 10 466 1 141 12 .377 3 .522 714 07 13 397 1 141 12 .379 3 .522 714 16 16 479 1 141 12 .382 3 .523 714 25 19 729 1 141 12 .384 3 .524 714 34 23 165 1 141 12 .386 3 .524 714 43 26 812 1 141 12 .388 3 .525 714 52 30 694 1 140 12 .390 3 .526 714 61 34 846 1 140 12 .392 3 .526 714 71 39 307 1 140 12 .394 3 .527 714 80 44 127 1 140 12 .396 3 .528 714 89 49 368 1 140 12 .398 3 .528 714 98 55 111 1 140 12 .401 3 .529 715 07 61 461 1 140 12 .403 3 .530 715 16 68 562 1 139 12 .405 3 .530 715 25 76 615 1 139 12 .407 3 .531 715 34 85 915 1 139 12 .409 3 .532 715 43 96 918 1 139 12 .411 3 .532 715 52 110 391 1 139 12 .413 3 .533 715 61 127 766 1 139 12 .415 3 .534 715 70 152 272 1 139 12 .417 3 .534 715 79 194 273 1 138 12 .420 3 .535 715 88 224 000 1 138 12 .420 3 .535 715 88 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5 .48 PRESSURE FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 5.479 5. 507 5 .950 1583 84 151 .415 2.500 5. 507 2 .971 671 32 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 151 .415 2 .500 5. 505 2 .971 671 32 152 .780 2.471 5. 517 2 .944 663 03 154 .045 2 .442 5. 538 2 .918 655 27 155 .248 2.413 5 . 566 2 .894 647 89 156 .402 2.384 5. 599 2 . 871 640 84 157 .513 2.354 5. 637 2 .848 634 08 158 .583 2.325 5 . 679 2 .826 627 62 159 .615 2 .296 5. 725 2 .806 621 44 160 . 610 2.267 5. 776 2 .785 615 54 161 .567 2.238 5. 830 2 .766 609 92 162 .488 2.209 5. 888 2 .748 604 58 163 .370 2.180 5. 949 2 .730 599 52 164 .214 2.151 6. 015 2 .713 594 76 165 .018 2.122 6. 085 2 .697 590 29 165 .779 2.093 6. 158 2 .682 586 12 166 497 2 063 6 .235 2 .668 582.25 167 167 2 034 6 .317 2 .654 578.71 167 788 2 005 6.403 2 .642 575.49 168 356 1 976 6.493 2 .631 572.60 168 868 1 947 6.588 2 .621 570.06 169 317 1 918 6.687 2 .613 567.87 169 701 1 889 6.791 2 .605 566.05 170 012 1 860 6.901 2 .600 564.61 170 244 1 831 7.015 2 .595 563.56 170 390 1 802 7.135 2 .593 562.92 170 441 1 772 7 .261 2 .592 562.70 224 000 1 772 7.261 2 .592 562.70 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 144.11 FEET UPSTREAM OF DOWNSTREAM DEPTH = 2.644 FEET, UPSTREAM CONJUGATE DEPTH NODE 700.90 = 1.139 FEET NODE 693.00 : HGL = < 376.672>;EGL= < 379.049>;FLOWLINE= < 375.530> ****************************************************************************** FLOW PROCESS FROM NODE 693.00 TO NODE 693.90 IS CODE = 5 UPSTREAM NODE 693.90 ELEVATION = 376.03 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 27.03 27.03 0.00 0.00 0.00= DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 30.00 0.00 0.00 0.00 0.00 0.00 376.03 375.53 0.00 0.00 1.81 1.77 0.00 0.00 9.711 12.373 0.000 0.000 =Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01401 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02374 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01887 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.075 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.027)+( 0.075)+( 0.000) = 0.103 NODE 693.90 : HGL = < 377.6B7>;EGL= < 379.152>;FLOWLINE= < 376.030> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 694.00 693.90 TO NODE ELEVATION = 694.00 IS CODE = 1 378.72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 27.03 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 192.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.66& 2.00 CRITICAL DEPTH(FT) = NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 1.81 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.67 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 1.566 3 .203 4.917 6.715 8.605 10.597 12.701 14.931 17.301 19.831 22.541 25.459 28.618 32.060 35.839 40.026 44.718 50.048 56.216 63 .527 72.496 84.084 100.457 128.549 192.000 FLOW DEPTH (FT) 1.667 667 667 666 666 665 665 664 664 664 663 663 662 662 662 661 661 660 660 659 659 659 658 658 657 657 VELOCITY (FT/SEC) 9.656 9.658 9.660 9.662 9.664 9.667 9.669 9.671 9 . 673 9.675 9.677 9.680 9.682 9.684 SPECIFIC ENERGY(FT) 3.116 686 688 690 693 695 697 699 701 704 706 708 9.708 116 116 117 117 117 117 118 118 118 118 119 119 119 119 120 120 120 120 120 121 121 121 121 122 122 PRESSURE+ MOMENTUM(POUNDS) 639.66 639.70 639.74 639.78 639.82 639.86 639.90 639.94 639.98 640.02 640.06 640.10 640.15 640.19 640.23 640.27 640.31 640.35 640.39 640.44 640.48 640.52 640.56 640.61 640.65 640.65 NODE 694.00 HGL < 380.387>;EGL= < 381.836>;FLOWLINE= < 378.720> ****************************************************************************** FLOW PROCESS FROM NODE 694.00 TO NODE 695.00 IS CODE = 3 UPSTREAM NODE 695.00 ELEVATION = 379.73 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 27.03 CFS CENTRAL ANGLE = 45.840 DEGREES PIPE LENGTH = 72.00 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.66 & 2.00 CRITICAL DEPTH(FT) = NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 1.81 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.81 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0.000 1.809 9.042 3 079 633 05 0.044 1.803 9.064 3 079 633 06 0.181 1.797 9.086 3 079 633 10 0.414 1.790 9.109 3 080 633 16 0.750 1.784 9.132 3 080 633 25 1.197 1.778 9.156 3 081 633 36 1.763 1.772 9.180 3 081 633 49 2 .458 1.766 9.205 3 082 633 65 3 294 1 760 9 229 3 .083 633 84 4 286 1 754 9 255 3 .084 634 05 5 451 1 748 9 280 3 .086 634 28 6 811 1 741 9 307 3 .087 634 54 8 392 1 735 9 333 3 .089 634 82 10 228 1 729 9 360 3 .090 635 13 12 359 1 723 9 387 3 .092 635 46 14 839 1 717 9 415 3 .094 635 82 17 739 1 711 9 443 3 .096 636 21 21 156 1 705 9 472 3 .099 636 61 25 224 1 699 9 501 3 .101 637 05 30 142 1 692 9 531 3 .104 637 51 36 216 1 686 9 561 3 .107 637 99 43 964 1 680 9 591 3 .109 638 51 54 .350 1 674 9 622 3 .112 639 04 69 547 1 668 9 .653 3 .116 639 61 72 000 1 667 9 .656 3 .116 639 66 NODE 695.00 : HGL = < 381.539>;EGL= < 382.809>;FLOWLINE= < 379.730> r***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 695.00 FLOWLINE ELEVATION = 379.73 ASSUMED UPSTREAM CONTROL HGL = 381.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 760.8 TO 770.0 DESILT * * 100-YEAR STORM EVENT * *********************************************** FILE NAME: C:\HYDRO\SY760_8.DAT TIME/DATE OF STUDY: 10:34 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 760.80- 1.45 Dc 429.44 0.82* 641.37 } FRICTION 765.00- 1.45 Dc 429.44 1.00* 527.29 } FRICTION 770.00- 1.45*Dc 429.44 1.45*Dc 429.44 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MAMUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 760.80 FLOWLINE ELEVATION = 344.75 PIPE FLOW = 17.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 345.620 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.87 FT.) IS LESS THAN CRITICAL DEPTH( 1.45 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 760.80 : HGL = < 345.574>;EGL= < 350.565>;FLOWLINE= < 344.750> ****************************************************************************** FLOW PROCESS FROM NODE 760.80 TO NODE 765.00 IS CODE = 1 UPSTREAM NODE 765.00 ELEVATION = 347.37 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.83 CFS PIPE DIAMETER = 1 8.00 INCHES PIPE LENGTH = 14.54 FEET MANNING'S N = 0 .01300 NORMAL DEPTH(FT) = 0.66 CRITICAL DEPTH(FT ) = 1.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 0 .998 14 269 4. 162 527 .29 0 . 652 0 .985 14 492 4 . 248 533 .96 1 .356 0 .971 14 724 4 . 340 540 .94 2 .116 0 .958 14 965 4. 437 548 .24 2 .939 0 .944 15 215 4. 541 555 . 89 3 .832 0 .931 15 475 4 . 651 563 .89 4 .802 0 .917 15 745 4. 769 572 .26 5 .858 0 .904 16 026 4. 894 581 .03 7 .012 0 . 890 16 319 5 . 028 590 .20 8 .276 0 . 876 16 623 5 . 170 599 . 81 9 .666 0 . 863 16 940 5 . 322 609 .86 11 .200 0 . 849 17 270 5 . 483 620 .40 12 .902 0 .836 17 614 5 . 656 631 .43 14 .540 0 . 824 17 923 5. 815 641 .37 NODE 7 6 5.00 : HGL = < 348. 368>;EGL= < 351.532>;FLOWLINE= < 347. 370> ****************************************************************************** FLOW PROCESS FROM NODE 765.00 TO NODE 770.00 IS CODE = 1 UPSTREAM NODE 770.00 ELEVATION = 349.71 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 33.46 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 0.87 CRITICAL DEPTH(FT) 1.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1.449 10 193 3 064 429. 44 0 .059 1.426 10 273 3 066 429. 73 0 .227 1.403 10 369 3 074 430. 54 0 .499 1.380 10 478 3 086 431. 85 0 .874 1.357 10 599 3 103 433 . 62 1 .353 1.334 10 733 3 124 435. 84 1 .944 1.311 10 879 3 150 438. 52 2 .653 1.288 11 037 3 181 441. 65 3 .492 1.265 11 208 3 217 445 . 25 4 .474 1.242 11 391 3 258 449. 31 5 .618 1.219 11 587 3 305 453 . 87 6 .944 1.196 11 797 3 359 458. 93 8 479 1 .173 12 .021 3 418 464 52 10 259 1 .150 12 .260 3 485 470 66 12 326 1 .127 12 .514 3 560 477 38 14 738 1 .104 12 .785 3 644 484 71 17 569 1 .081 13 .073 3 736 492 68 20 924 1 .058 13 .379 3 839 501 34 24 945 1 .035 13 .706 3 954 510 73 29 847 1 .012 14 .053 4 080 520 89 33 460 0 .998 14 .269 4 162 527 29 NODE 770.00 : HGL = < 351.159>;EGL= < 352.774>;FLOWLINE= < 349.710> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 770.00 FLOWLINE ELEVATION = 349.71 ASSUMED UPSTREAM CONTROL HGL = 351.16 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 810.8 TO 820.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY810_8.DAT TIME/DATE OF STUDY: 17:56 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 810.80- 5.69* 632.77 1.01 158.05 } FRICTION 820.00- 5.50* 611.94 1.16 Dc 153.91 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 810.80 FLOWLINE ELEVATION = 347.7 6 PIPE FLOW = 8.96 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 353.450 FEET NODE 810.80 : HGL = < 353.450>;EGL= < 353.849>;FLOWLINE= < 347.760> ****************************************************************************** FLOW PROCESS FROM NODE 810.80 TO NODE 820.00 IS CODE = 1 UPSTREAM NODE 820.00 ELEVATION = 348.24 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.96 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 40.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.96)/( 105.046))**2 = 0.00728 HF=L*SF = ( 40.00)*(0.00728) = 0.291 NODE 820.00 : HGL = < 353.741>;EGL= < 354.140>;FLOWLINE= < 348.240> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 820.00 FLOWLINE ELEVATION = 348.24 ASSUMED UPSTREAM CONTROL HGL = 349.40 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 830.8 TO 845.0 DESILT * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY830_8.DAT TIME/DATE OF STUDY: 09:33 10/13/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 830.80- 5.14* 628.36 1.02 235.67 } FRICTION 849.00- 3.81* 481.24 1.10 225.96 } FRICTION+BEND 850.00- 3.66* 465.60 1.29 Dc 218.04 } JUNCTION 850.90- 3.73* 473.23 1.29 Dc 218.03 } FRICTION 845.00- 4.03* 506.31 1.29 Dc 218.03 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 830.80 FLOWLINE ELEVATION = 347.67 PIPE FLOW = 11.47 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 352.810 FEET NODE 830.80 : HGL = < 352.810>;EGL= < 353.464>;FLOWLINE= < 347.670> ****************************************************************************** FLOW PROCESS FROM NODE 830.80 TO NODE 849.00 IS CODE = 1 UPSTREAM NODE 849.00 ELEVATION = 351.33 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.47 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 195.07 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = ({ 11.47)/( 105.043))**2 = 0.01192 HF=L*SF = ( 195.07)*(0.01192) = 2.326 NODE 849.00 : HGL = < 355.136>;EGL= < 355.790>;FLOWLINE= < 351.330> ****************************************************************************** FLOW PROCESS FROM NODE 849.00 TO NODE 850.00 IS CODE = 3 UPSTREAM NODE 850.00 ELEVATION = 352.18 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 11.47 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 12.040 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 54.38 FEET BEND COEFFICIENT(KB) = 0.09144 FLOW VELOCITY = 6.49 FEET/SEC. VELOCITY HEAD = 0.654 FEET HB=KB*(VELOCITY HEAD) = ( 0.091)*( 0.654) = 0.060 SF=(Q/K)**2 = (( 11.47)/( 105.044))**2 = 0.01192 HF=L*SF = ( 54.38)* (0.01192) = 0.648 TOTAL HEAD LOSSES = HB + HF = ( 0.060)+( 0.648) = 0.708 NODE 850.00 : HGL = < 355.844>;EGL= < 356.498>;FLOWLINE= < 352.180> ****************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.90 IS CODE = 5 UPSTREAM NODE 850.90 ELEVATION = 352.51 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 11.47 18.00 43.00 352.51 1.29 6.491 DOWNSTREAM 11.47 18.00 - 352.18 1.29 6.491 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01192 DOWNSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.01192 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01192 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.048 FEET ENTFIANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.399)+( 0.000) = 0.399 NODE 850.90 : HGL = < 356.243>;EGL= < 356.897>;FLOWLINE= < 352.510> ****************************************************************************** FLOW PROCESS FROM NODE 850.90 TO NODE 845.00 IS CODE = 1 UPSTREAM NODE 845.00 ELEVATION = 353.45 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.47 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 104.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 11.47)/( 105.044))**2 = 0.01192 HF=L*SF = ( 104.00)*(0.01192) = 1.240 NODE 845.00 : HGL = < 357.483>;EGL= < 358.137>;FLOWLINE= < 353.450> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 845.00 FLOWLINE ELEVATION = 353.45 ASSUMED UPSTREAM CONTROL HGL = 354.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 855.8 TO 865.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY855_8.DAT TIME/DATE OF STUDY: 17:55 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 855.80- 5.97* 673.75 1.05 169.64 } FRICTION 865.00- 5.81* 656.59 1.19 Dc 165.95 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 855.80 FLOWLINE ELEVATION = 345.10 PIPE FLOW = 9.46 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 351.070 FEET NODE 855.80 : HGL = < 351.070>;EGL= < 351.515>;FLOWLINE= < 345.100> ****************************************************************************** FLOW PROCESS FROM NODE 855.80 TO NODE 865.00 IS CODE = 1 UPSTREAM NODE 865.00 ELEVATION = 345.58 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.46 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 40.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.46)/( 105.041))**2 = 0.00811 HF=L*SF = ( 40.00)*(0.00811) = 0.324 NODE 865.00 : HGL = < 351.394>;EGL= < 351.839>;FLOWLINE= < 345.580> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 865.00 FLOWLINE ELEVATION = 345.58 ASSUMED UPSTREAM CONTROL HGL = 346.77 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 870.8 TO 805.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY870_8.DAT TIME/DATE OF STUDY: 18:23 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN NODE MODEL PRESSURE PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) 9.12* 3271.97 870.80- } FRICTION 870.60- } FRICTION 855.00- } JUNCTION 855.90- } FRICTION 854.00- } HYDRAULIC JUMP 4.04 2.25*Dc 2.91* 2.91* } FRICTION+BEND 853.00- 3.01* } FRICTION 830.00- } JUNCTION 830.90- } FRICTION 810.00- } JUNCTION 810.90- } FRICTION 807.00- } JUNCTION 806.00- } FRICTION 805.00- 3.03* 3.61* 3.55* 4.04* 3.28* 2.62 1.60*Dc 1715 .33 1216.55 1085.35 1085.08 1115.44 1120.96 1028.02 1009.50 1008.04 774.69 558.86 402.73 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM{POUNDS) 0.84 2942.47 0.90* 2712.43 2.25*Dc 1216.55 2.05 909.44 2.08 Dc 908.95 2.06 909.11 2.09 Dc 908.90 1.80 Dc 586.23 1.80 Dc 586.23 1.40 373.36 0.73 660.77 0.69* 806.43 1.60*Dc 402.73 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 870.80 FLOWLINE ELEVATION = 323.24 PIPE FLOW = 46.71 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 332.360 FEET NODE 870.80 : HGL = < 332.360>;EGL= < 333.766>;FLOWLINE= < 323.240> ****************************************************************************** FLOW PROCESS FROM NODE 870.80 TO NODE 870.60 IS CODE = 1 UPSTREAM NODE 870.60 ELEVATION = 328.51 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 46.71 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 14.50 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.74 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.25 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 0.896 29 551 14 464 2712 43 1 .373 0.889 29 839 14 723 2737 91 2 .821 0.883 30 133 14 991 2763 87 4 .352 0.876 30 432 15 265 2790 32 5 .974 0.870 30 736 15 548 2817 26 7 . 696 0.864 31 046 15 839 2844 72 9 .528 0.857 31 361 16 139 2872 71 11 .483 0.851 31 683 16 448 2901 24 13 .575 0.845 32 Oil 16 766 2930 33 14 .500 0.842 32 147 16 899 2942 47 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 9.12 DISTANCE FROM CONTROL(FT) 0.000 14.500 PRESSURE HEAD(FT) 9.120 4.038 VELOCITY (FT/SEC) 9.516 9.516 SPECIFIC ENERGY(FT) 10.526 5 .444 PRESSURE+ MOMENTUM (POUNDS) 3271.97 1715 .33 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 3.52 FEET UPSTREAM OF NODE DOWNSTREAM DEPTH = NODE 870.60 : HGL = < 870.80 I 7.886 FEET, UPSTREAM CONJUGATE DEPTH = 0.853 FEET j 329.406>;EGL= < 342.974>;FLOWLINE= < 328.510> ****************************************************************************** FLOW PROCESS FROM NODE 870.60 TO NODE 855.00 IS CODE = 1 UPSTREAM NODE 855.00 ELEVATION = 344.10 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 46.71 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 49.50 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.76 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.25 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2 .25 E FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ )L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 2 253 10 025 3 815 1216 .55 0. 016 2 194 10 230 3 820 1217 .97 0. 067 2 134 10 463 3 835 1222 .27 0. 154 2 074 10 724 3 861 1229 .53 0. 282 2 015 11 015 3 900 1239 .88 0. 456 1 955 11 337 3 952 1253 .50 0. 681 1 896 11 692 4 020 1270 .62 0. 966 1 836 12 084 4 105 1291 .51 1. 320 1 777 12 516 4 211 1316 .50 1. 756 1 717 12 992 4 340 1345 .97 2 . 287 1 657 13 517 4 496 1380 .37 2. 933 1 598 14 096 4 685 1420 .23 3. 718 1 538 14 736 4 912 1466 .19 4. 672 1 479 15 447 5 186 1518 .99 5 . 836 1 419 16 236 5 515 1579 .52 7. 262 1 360 17 117 5 912 1648 .85 9. 023 1 300 18 103 6 392 1728 .27 11. 219 1 240 19 212 6 975 1819 .37 13 . 996 1 181 20 465 7 .688 1924 .09 17. 569 1 121 21 889 8 566 2044 . 83 22. 281 1 062 23 .517 9 655 2184 .61 28 713 1 .002 25 .393 11 .021 2347 .29 37 970 0 .943 27 .569 12 .752 2537 .82 49 500 0 . 896 29 . 551 14 .464 2712 .43 855.00 HGL = < 346. 353>;EGL= < 347.915>;FLOWLINE= < 344. 100> NODE ****************************************************************************** FLOW PROCESS FROM NODE 855.00 TO NODE 855.90 IS CODE = 5 UPSTREAM NODE 855.90 ELEVATION = 344.43 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) UPSTREAM 38.23 30.00 DOWNSTREAM 46.71 30.00 LATERAL #1 8.48 18.00 LATERAL #2 0.00 0.00 Q5 o.OO===Q5 EQUALS BASIN INPUT== (DEGREES) ELEVATION 0.00 344.43 344.10 57.00 346.27 0.00 0.00 CRITICAL DEPTH(FT.) 2.09 2.25 1.13 0.00 VELOCITY (FT/SEC) 7.788 10.028 5.950 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00869 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01140 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01005 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.040 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.327)+( 0.040)+( 0.000) = 0.367 NODE 855.90 : HGL = < 347.340>;EGL= < 348.281>;FLOWLINE= < 344.430> ****************************************************************************** FLOW PROCESS FROM NODE 855.90 TO NODE 854.00 IS CODE = 1 UPSTREAM NODE 854.00 ELEVATION = 344.61 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.23 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 20.62 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 38.23)/( 410.161))**2 = 0.00869 HF=L*SF = ( 20.62)*(0.00869) = 0.179 NODE 854.00 : HGL = < 347.519>;EGL= < 348.461>;FLOWLINE= < 344.610> ****************************************************************************** FLOW PROCESS FROM NODE 854.00 TO NODE 853.00 IS CODE = 3 UPSTREAM NODE 853.00 ELEVATION = 345.15 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 38.23 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 12.150 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 63.61 FEET BEND COEFFICIENT(KB) = 0.09186 FLOW VELOCITY = 7.79 FEET/SEC. VELOCITY HEAD = 0.942 FEET HB=KB*(VELOCITY HEAD) = ( 0.092)*( 0.942) = 0.087 SF=(Q/K)**2 = (( 38.23)/( 410.174))**2 = 0.00869 HF=L*SF = ( 63.61)*(0.00869) = 0.553 TOTAL HEAD LOSSES = HB + HF = ( 0.087)+( 0.553) = 0.639 NODE 853.00 : HGL = < 348.158>;EGL= < 349.100>;FLOWLINE= < 345.150> ****************************************************************************** FLOW PROCESS FROM NODE 853.00 TO NODE 830.00 IS CODE = 1 UPSTREAM NODE 830.00 ELEVATION = 346.67 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.23 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 177.05 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 38.23)/( 410.172))**2 = 0.00869 HF=L*SF = ( 177.05)*(0.00869) = 1.538 NODE 830.00 : HGL = < 349.696>;EGL= < 350.638>;FLOWLINE= < 346.670> ****************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 830.90 IS CODE = 5 UPSTREAM NODE 830.90 ELEVATION = 347.00 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 27.86 38.23 10.38 0.00 0.00= 30.00 30.00 18.00 0.00 0.00 90.00 0.00 347.00 346.67 347.00 0.00 1. 80 2.09 1.24 0.00 5.676 7.788 5.874 0.000 =Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MAJJNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00665 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.027 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.442)+( 0.027)+( 0.000) = 0.468 00461 00869 0.000 FEET NODE 830.90 HGL = < 350.606>;EGL= < 351.106>;FLOWLINE= < 347.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 810.00 83 0.90 TO NODE ELEVATION = 810.00 IS CODE = 1 347.26 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW PIPE LENGTH SF=(Q/K)**2 HF=L*SF = ( 27.86 CFS PIPE DIAMETER = 30.00 INCHES 43.25 FEET MANNING'S N = 0.01300 (( 27.86)/( 410.182))**2 = 0.00461 43.25)*(0.00461) = 0.200 NODE 810.00 : HGL = < 350.805>;EGL= < 351.306>;FLOWLINE= < 347.260> ***************** ************************************************************* FLOW PROCESS FROM NODE UPSTREAM NODE 810.90 810.00 TO NODE 810.90 IS CODE = 5 ELEVATION = 347.27 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 19.75 27.86 8.11 0.00 0.00 = 30.00 30.00 18.00 0.00 0.00 90.00 0.00 347.27 347.26 348.30 0.00 1.51 1.80 1.10 0.00 4.023 5.676 4.589 0.000 =Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00347 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.005 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.249)+( 0.005)+( 0.000) = 0.254 00232 ,00461 0.000 FEET NODE 810.90 : HGL = < 351.308>;EGL= < 351.560>;FLOWLINE= < 347.270> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 807.00 810.90 TO NODE 807.00 IS CODE = 1 ELEVATION = 348.51 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.75 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 206.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 19.75)/( 410.174))**2 = 0.00232 HF=L*SF = ( 206.25)*(0.00232) = 0.478 NODE 807.00 : HGL = < 351.786>;EGL= < 352.03 8>;FLOWLINE= < 348.510> ****************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 806.00 IS CODE = 5 UPSTREAM NODE 806.00 ELEVATION = 349.01 (FLOW IS UNDER PRESSURE) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 19.75 24.00 35.00 349.01 1.60 20.625 DOWNSTREAM 19.75 30.00 - 348.51 1.51 4.023 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.11751 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00232 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05991 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.240 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 4.026)+( 0.240)+( 0.000) = 4.266 NODE 806.00 : HGL = < 349.698>;EGL= < 356.303>;FLOWLINE= < 349.010> ****************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 805.00 IS CODE = 1 UPSTREAM NODE 805.00 ELEVATION = 359.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.75 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 72.00 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 0.65 CRITICAL DEPTH(FT) 1.60 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.015 0.061 0.142 0.263 0.428 0.645 FLOW DEPTH (FT) 1.597 1.559 1.521 1.483 1.445 1.407 1.370 VELOCITY (FT/SEC) 7.343 7.515 7 .702 7.904 8.122 8.357 8.611 SPECIFIC ENERGY(FT) 2.434 2.436 2.443 2.454 2.470 2.493 2.522 PRESSURE+ MOMENTUM(POUNDS) 402.73 403.06 404.08 405.83 408.35 411.70 415.94 0 921 1 332 8 886 2 .559 421 .13 1 264 1 294 9 183 2 .604 427 34 1 687 1 256 9 505 2 660 434 67 2 202 1 218 9 854 2 727 443 20 2 826 1 180 10 233 2 807 453 06 3 581 1 142 10 645 2 903 464 37 4 493 1 105 11 094 3 017 477 28 5 597 1 067 11 585 3 152 491 96 6 .937 1 029 12 123 3 312 508 62 8 575 0 991 12 714 3 503 527 48 10 593 0 953 13 365 3 729 548 84 13 109 0 915 14 085 3 998 573 01 16 299 0 878 14 885 4 320 600 39 20 436 0 840 15 776 4 707 631 47 25 982 0 802 16 774 5 174 666 81 33 807 0 764 17 897 5 741 707 13 45 877 0 726 19 169 6 436 753 31 68 501 0 688 20 618 7 293 806 43 72 000 0 688 20 618 7 293 806 43 NODE 805.00 : HGL = < 361.097>;EGL= < 361.934>;FLOWLINE= < 359.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 805.00 FLOWLINE ELEVATION = 359.50 ASSUMED UPSTREAM CONTROL HGL = 361.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD, LACRD, AND OCElviA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 885.8 TO 790.0 INLET * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY885_8.DAT TIME/DATE OF STUDY: 15:13 09/13/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 885.80- 7.98* 808.69 0.38 61.47 } FRICTION 790.00- 5.60* 546.30 0.58 Dc 39.88 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 885.80 FLOWLINE ELEVATION = 325.58 PIPE FLOW = 3.23 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 333.560 FEET NODE 885.80 : HGL = < 333.550>;EGL= < 333.512>;FLOWLINE= < 325.580> ****************************************************************************** FLOW PROCESS FROM NODE 885.80 TO NODE 790.00 IS CODE = 1 UPSTREAM NODE 790.00 ELEVATION = 328.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.23 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 42.76 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.23)/( 105.036))**2 = 0.00095 HF=L*SF = ( 42.76)*(0.00095) = 0.040 NODE 790.00 : HGL = < 333.600>;EGL= < 333.652>;FLOWLINE= < 328.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 790.00 FLOWLINE ELEVATION = 328.00 ASSUMED UPSTREAM CONTROL HGL = 328.68 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-5471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * 100 YEAR STORM EVENT * * PROPOSED CONDITIONS - 890.8 TO 975 * ************************************************************************** FILENAME: C:\HYDRO\SY89 0_8.DAT TIME/DATE OF STUDY: 10:38 09/27/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 890.80- 14.43* 1654.28 0.59 409.38 } FRICTION 891.00- 12.02* 1388.70 0.60 396.50 } FRICTION+BEND 975.00- 4.60* 570.39 1.29 Dc 219.69 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 2 5 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ************************************************************************* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 89 0.80 FLOWLINE ELEVATION = 299.98 PIPE FLOW = 11.53 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 314.410 FEET NODE 890.80 : HGL = < 314.410>;EGL= < 315.071>;FLOWLINE= < 299.9 80> ****************************************************************************** FLOW PROCESS FROM NODE 890.80 TO NODE 891.00 IS CODE = 1 UPSTREAM NODE 891.00 ELEVATION = 302.65 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.53 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.71 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 11.53)/( 105.043))**2 = 0.01205 HF=L*SF = ( 21.71)* (0.01205) = 0.252 NODE 891.00 : HGL = < 314.672>;EGL= < 315.333>;FLOWLINE= < 302.650> ****************************************************************************** FLOW PROCESS FROM NODE 891.00 TO NODE 975.00 IS CODE = 3 UPSTREAM NODE 975.00 ELEVATION = 311.06 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 11.53 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 58.37 FEET BEND COEFFICIENT(KB) = 0.25000 FLOW VELOCITY = 6.52 FEET/SEC. VELOCITY HEAD = 0.651 FEET HB=KB*(VELOCITY HEAD) = ( 0.250)*( 0.661) = 0.165 SF=(Q/K)**2 = (( 11.53)/( 105.044))**2 = 0.01205 HF=L*SF = ( 68.37)*(0.01205) = 0.824 TOTAL HEAD LOSSES = HB + HF = ( 0.165)+( 0.824) = 0.989 NODE 975.00 : HGL = < 315.661>;EGL= < 316.322>;FLOWLINE= < 311.050> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 975.00 FLOWLINE ELEVATION = 311.06 ASSUMED UPSTREAM CONTROL HGL = 312.3 5 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 890.9 TO 510.0 DESILT * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\890_9.DAT TIME/DATE OF STUDY: 16:25 10/05/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 890.90- } 920.00- } 920.00- } 870.00- } 870.90- } 885.00- } 885.90- } 888.00- } 888.90- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 16.43* } 760.00- } 760.90- } 680.00- } 680.90- } FRICTION ANGLE-POINT FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 13.43* 13 .72* 4.00* 10.26* 9.92* 20207.16 18403 .93 18578.83 12745.33 12686.92 12482.29 10.11* 12394.27 } HYDRAULIC JUMP 8.23 11264.91 3.46 Dc 8416.05 4.32 8916.14 5.12 8846.56 3.45*Dc 7862.63 8.83* 7212.35 } HYDRAULIC JUMP DOWNSTREAM RUN FLOW PRESSURE+ DE PTH(FT) MOMENTUM(POUNDS) 2.28 16907.74 2.37 16274.45 2.37 16274.45 3.48 Dc 12440.85 2.35 11080.08 2.34 11108.72 2.26 11196.23 2.05* 12426.69 2.99* 8861.46 2.80* 9265.21 2.54* 9293.49 3.45*Dc 7862.63 1.89 5636.17 665.00 665.90 630.00- 630.90 616.00 615.00 615.90 614.00 614.90 613.00 600.00 600.90 565.00 565.90 530.00 530.90 516.00 515.00 515.90 525.00 513.00 512.00 511.00 510.00 JUNCTION FRICTION JUNCTION FRICTION 2 FRICTION+BEND 2 JUNCTION 4 FRICTION+BEND 3 MANHOLE 3 FRICTION+BEND 4 FRICTION 5 JUNCTION 6 FRICTION 6 JUNCTION 6 FRICTION 2 JUNCTION 5 FRICTION 9 FRICTION+BEND 2 JUNCTION 4 FRICTION+BEND 3 FRICTION 2 FRICTION+BEND 1 FRICTION+BEND 1 FRICTION 1 4.22 4.53 3.16 DC 2.91 DC 2.91 Dc .91*Dc .51* .77* .57* .48* .61* .80* .07* .58* } HYDRAULIC .72*Dc .69* .03* .67* .04* .04* .64* } HYDRAULIC .53*Dc } HYDRAULIC .53 Dc .53*Dc 4443.29 4067.92 3375.32 3660.82 3660.82 3660.82 3699.85 3372 .72 3286.50 3688.71 4187 .33 4218.11 3897.33 3774.29 JUMP 2147.48 1529.64 2185 .52 937.99 795.62 598.42 520.12 JUMP 353.31 JUMP 353.31 353.31 2 .13* 1.82* 2.13* 2.30* 2.57* 2.91*Dc 2.22 2.55 2.86 Dc 2.86 Dc 2.86 Dc 1.94 1.92 1.59 2.72*Dc 1.88 Dc 1.00 1.88 Dc 1.23 1.30 1.10 1.53*Dc 1.27* 1.53*Dc 5007.82 4823.08 4120.09 4041.64 3778.61 3660.82 3339.64 3088.04 3014.21 3014.21 3014.22 3011.79 3038.69 3003.98 2147.48 798.98 1261.87 798.98 376.06 366.64 404.34 353.31 369.81 353.31 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 890.90 FLOWLINE ELEVATION = 297.98 PIPE FLOW = 237.84 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 314.410 FEET NODE 890.90 : HGL = < 314.410>;EGL= < 323.899>;FLOWLINE= < 297.980> ****************************************************************************** FLOW PROCESS FROM NODE 890.90 TO NODE 920.00 IS CODE = 1 UPSTREAM NODE 920.00 ELEVATION = 303.30 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 237.84 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 41.45 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 237.84)/( 1006.097))**2 = 0.05588 HF=L*SF = ( 41.45)*(0.05588) = 2.316 NODE 920.00 : HGL = < 316.726>;EGL= < 326.216>;FLOWLINE= < 303.300> ****************************************************************************** FLOW PROCESS FROM NODE 920.00 TO NODE 920.00 IS CODE = 6 UPSTREAM NODE 920.00 ELEVATION = 303.30 (FLOW IS UNDER PRESSURE) CALCULATE ANGLE-POINT LOSSES(LACRD): PIPE FLOW = 237.84 CFS PIPE DIAMETER = 42.00 INCHES PIPE ANGLE-POINT = 10.20 DEGREES ANGLE-POINT COEFFICIENT KA = 0.03070 FLOW VELOCITY = 24.72 FEET/SEC. VELOCITY HEAD = 9.489 FEET HAPT=KA*(VELOCITY HEAD) = (0.03070)*( 9.489) = 0.291 NODE 920.00 : HGL = < 317.018>;EGL= < 326.507>;FLOWLINE= < 303.300> ****************************************************************************** FLOW PROCESS FROM NODE 920.00 TO NODE 870.00 IS CODE = 1 UPSTREAM NODE 870.00 ELEVATION = 321.91 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 237.84 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 159.14 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 237.84)/( 1006.100))**2 = 0.05588 HF=L*SF = ( 159.14)*(0.05588) = 8.893 NODE 870.00 : HGL = < 325.911>;EGL= < 335.400>;FLOWLINE= < 321.910> ****************************************************************************** FLOW PROCESS FROM NODE 870.00 TO NODE 870.90 IS CODE = 5 UPSTREAM NODE 870.90 ELEVATION = 322.24 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 193.99 42.00 0.00 322.24 3.46 20.163 DOWNSTREAM 237.84 42.00 - 321.91 3.48 24.721 LATERAL #1 43.89 24.00 90.00 322.84 1.97 13.971 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*VI*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03717 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05588 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04653 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.233 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.409)+( 0.000) = 3.409 NODE 870.90 : HGL = < 332.497>;EGL= < 338.809>;FLOWLINE= < 322.240> ****************************************************************************** FLOW PROCESS FROM NODE 870.90 TO NODE 885.00 IS CODE = 1 UPSTREAM NODE 885.00 ELEVATION = 323.25 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 193.99 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 18.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 193.99)/( 1006.100))**2 = 0.03718 HF=L*SF = ( 18.00)*(0.03718) = 0.669 NODE 885.00 : HGL = < 333.166>;EGL= < 339.479>;FLOWLINE= < 323.250> ****************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 885.90 IS CODE = 5 UPSTREAM NODE 885.90 ELEVATION = 323.58 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 191.34 42.00 0.00 323.58 3.46 19.887 DOWNSTREAM 193.99 42.00 - 323.25 3.46 20.163 LATERAL #1 2.65 18.00 90.00 326.61 0.62 1.500 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03617 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03717 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03667 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.183 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.355)+( 0.000) = 0.355 NODE 885.90 : HGL = < 333.692>;EGL= < 339.833>;FLOWLINE= < 323.580> ****************************************************************************** FLOW PROCESS FROM NODE 885.90 TO NODE 888.00 IS CODE = 1 UPSTREAM NODE 888.00 ELEVATION = 330.38 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 191.34 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 136.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 2.48 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 3.46 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 000 2 052 32 631 18 .596 12426 .69 8 .889 2 069 32 306 18 .285 12312 .43 18 .048 2 086 31 988 17 .985 12200 .83 27 .502 2 103 31 677 17 .694 12091 .82 37 .280 2 120 31 372 17 .413 11985 .32 47 .414 2 137 31 074 17 .141 11881 .28 57 .942 2 155 30 782 16 .877 11779 .62 68 .908 2 172 30 496 16 .622 11680 .30 80 .362 2 189 30 217 16 .375 11583 .24 92 .366 2 206 29 943 16 .136 11488 .40 104 .991 2 223 29 674 15 .905 11395 .72 118 .325 2 240 29 411 15 .681 11305 .14 132 .474 2 257 29 154 15 .463 11216 .62 136 .000 2 261 29 094 15 .414 11196 .23 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 10.11 PRESSURE FLOW PROFILE COMPUTED INFORMATION: PRESSURE VELOCITY SPECIFIC HEAD(FT) (FT/SEC) ENERGY(FT) 10.112 19.887 16.253 8.231 19.887 14.372 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 76.13 FEET UPSTREAM OF NODE 885.90 DOWNSTREAM DEPTH = 9.059 FEET, UPSTREAM CONJUGATE DEPTH = 2.158 FEET DISTANCE FROM CONTROL(FT) 0.000 136.000 PRESSURE+ MOMENTUM(POUNDS) 12394.27 11264.92 NODE 888.00 HGL < 332.432>;EGL= < 348.976>;FLOWLINE= < 330.380> ****************************************************************************** FLOW PROCESS FROM NODE 888.00 TO NODE 888.90 IS CODE = 5 UPSTREAM NODE 888.90 ELEVATION = 338.71 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 191.34 42.00 0.00 338.71 DOWNSTREAM 191.34 42.00 - 330.38 LATERAL #1 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL VELOCITY DEPTH(FT.) 3.46 3 .46 0.00 0.00 (FT/SEC) 21.861 32.641 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03382 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08607 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05995 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.240 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HVl-HV2)+(ENTRANCE LOSSES) ( 0.145)+( 0.000) = 0.145 NODE 888.90 HGL = < 341.700>;EGL= < 349.121>;FLOWLINE= < 338.710> ****************************************************************************** FLOW PROCESS FROM NODE 888.90 TO NODE 760.00 IS CODE = 1 UPSTREAM NODE 760.00 ELEVATION = 342.79 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 191.34 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 136.00 FEET ===> NORMAL PIPEFLOW IS PRESSURE FLOW MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.50 CRITICAL DEPTH(FT) = 3 .46 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.80 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2 .795 23 221 11 173 9265 .21 15.912 2 .821 23 015 11 052 9202 .46 32.494 2 .848 22 816 10 936 9142 .27 49.810 2 .874 22 623 10 826 9084 .59 67.937 2 .901 22 436 10 722 9029 .37 86.954 2 .927 22 256 10 623 8976 .57 106.954 2 .954 22 081 10 530 8926 .15 128.036 2 .980 21 913 10 441 8878 .09 136.000 2 .990 21 854 10 411 8861 .46 NODE 760.00 HGL = < 345.5 35>;EGL= < 353.963>;FLOWLINE= < 342. 790> ****************************************************************************** FLOW PROCESS FROM NODE 760.00 TO NODE 760.90 IS CODE = 5 UPSTREAM NODE 760.90 ELEVATION = 343.08 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 184.04 42.00 0.00 343.08 DOWNSTREAM 191.34 42.00 - 342.79 LATERAL #1 7.30 18.00 90.00 344.08 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) 3.45 3 .46 1.05 0.00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTAl)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04341 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03799 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04070 JUNCTION LENGTH = 5.00 FEET 24.576 23 .228 4.131 0.000 FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 0.203 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HVl-HV2)+(ENTRANCE LOSSES) ( 1.038)+( 0.000) = 1.038 NODE 760.90 HGL < 345.623>;EGL= < 355.002>;FLOWLINE= < 343.080> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 680.00 760.90 TO NODE ELEVATION = 680.00 IS CODE = 1 355.69 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 184.04 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 263.67 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 2 .45 CRITICAL DEPTH(FT) 3.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 3. 449 19 180 9. 165 7862. 63 0 .400 3 . 409 19 259 9. 172 7866. 92 1 .463 3. 369 19 358 9. 192 7878. 58 3 .081 3. 329 19 475 9. 222 7896. 51 5 .209 3. 289 19 607 9. 262 7920. 11 7 .830 3. 249 19 753 9. 312 7949. 00 10 .950 3. 209 19 914 9. 370 7982. 95 14 .587 3. 169 20 087 9. 438 8021. 82 18 .772 3 . 129 20 273 9. 515 8065. 52 23 .552 3. 089 20 472 9. 601 8114. 01 28 .985 3. 049 20 684 9. 696 8167 . 30 35 .147 3 . 009 20 909 9. 802 8225 . 41 42 .134 2 . 969 21 147 9. 917 8288. 40 50 .070 2 . 929 21 398 10. 043 8356. 36 59 .112 2. 889 21 663 10. 180 8429. 38 69 .464 2. 849 21 941 10. 328 8507. 60 81 .401 2. 809 22 233 10. 489 8591. 15 95 .293 2 . 768 22 541 10. 663 8680. 19 111 .662 2 . 728 22 863 10 850 8774. 92 131 .276 2 . 688 23 201 11 052 8875. 53 155 .327 2. 648 23 555 11 269 8982. 24 185 .815 2. 608 23 926 11 503 9095 . 29 226 .491 2. 568 24 315 11 754 9214. 96 263 .670 2. 543 24 568 11 922 9293 . 49 NODE 680.00 : HGL = < 359.139>;EGL= < 364.855>;FLOWLINE= < 355.690> ****************************************************************************** FLOW PROCESS FROM NODE 680.00 TO NODE 680.90 IS CODE = 5 UPSTREAM NODE 680.90 ELEVATION = 356.02 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 121.28 42.00 0.00 356.02 3.26 12.606 DOWNSTREAM 184.04 42.00 - 355.69 LATERAL #1 62.82 36.00 61.00 356.52 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02245 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.112 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.461)+( 0.000) = 2.461 3.45 2 .55 0.00 19.186 8.887 0.000 ,01453 ,03037 0.000 FEET NODE 680.90 HGL = < 364.849>;EGL= < 367.316>;FLOWLINE= < 356.020> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 665.00 680.90 TO NODE ELEVATION = 665.00 IS CODE = 1 362.33 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 121.28 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 116.83 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.79 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.13 3 .26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 3.509 7.220 11.153 15.329 19.771 24.508 29.572 35.002 40.842 47.147 53.980 61.422 69.572 78.553 88.525 99.700 112.362 116.830 FLOW DEPTH (FT) 2 .128 114 101 087 073 060 046 033 2.019 006 992 978 965 951 938 924 911 1.897 1.893 VELOCITY (FT/SEC) 19.804 19.956 20.109 20.266 20.425 20.587 20.752 20.920 21.090 21.264 21.441 21.621 21.804 21.990 22.180 22.374 22.571 22 .771 22.833 SPECIFIC ENERGY(FT) 8.222 8.302 8.384 8.468 8.555 8.645 8.737 8.832 8.930 .031 .135 .242 .352 ,465 ,582 9.702 9.826 9.954 9.994 9. 9. 9. 9, 9. 9. PRESSURE+ MOMENTUM(POUNDS) 5007.82 5038.22 5069.27 5100.99 5133.37 5166.45 5200.23 5234.74 5269.97 5305.95 5342.71 5380.24 5418.57 5457.73 5497.72 5538.56 5580.29 5622.91 5636.17 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 8.83 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 8.829 12.606 11.296 7212.35 116.830 4.216 12.606 6.684 4443.29 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 82.00 FEET UPSTREAM OF NODE 680.90 | I DOWNSTREAM DEPTH = 5.591 FEET, UPSTREAM CONJUGATE DEPTH = 2.020 FEET j NODE 665.00 : HGL = < 364.458>;EGL= < 370.552>;FLOWLINE= < 362.330> ****************************************************************************** FLOW PROCESS FROM NODE 665.00 TO NODE 665.90 IS CODE = 5 UPSTREAM NODE 665.90 ELEVATION = 362.83 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 109.13 42.00 0.00 362.83 3.16 21.657 DOWNSTREAM 121.28 42.00 - 362.33 3.26 19.810 LATERAL #1 12.16 18.00 45.00 362.83 1.32 6.881 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04160 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03094 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03627 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.181 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.377)+( 0.000) = 1.377 NODE 665.90 : HGL = < 364.645>;EGL= < 371.928>;FLOWLINE= < 362.830> ****************************************************************************** FLOW PROCESS FROM NODE 665.90 TO NODE 630.00 IS CODE = 1 UPSTREAM NODE 630.00 ELEVATION = 368.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.13 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 91.28 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.66 CRITICAL DEPTH(FT) = 3.16 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.13 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2 129 17 811 7 058 4120 .09 2.764 2 110 18 000 7 144 4152 .97 5.711 2 091 18 194 7 234 4186 .87 8.859 2 072 18 393 7 328 4221 .83 12.226 2 053 18 596 7 426 4257 .89 15.836 2 034 18 804 7 528 4295 .06 19.714 2 016 19 017 7 635 4333 .39 23.890 1 997 19 236 7 746 4372 .91 28.401 1 978 19 459 7 862 4413 .65 33.287 1 959 19 689 7 982 4455 .66 38.599 1 940 19 924 8 108 4498 .97 44.397 1 922 20 166 8 240 4543 .62 50.755 1 903 20 413 8 377 4589 .65 57.765 1 884 20 667 8 520 4637 .12 65.543 1 865 20 927 8 670 4686 .06 74.238 1 846 21 195 8 826 4736 .52 84.045 1 827 21 469 8 989 4788 .56 91.280 1 815 21 650 9 098 4823 .08 630.00 HGL = < 370 129>;EGL= < 375.058>;FLOWLINE= < 368. 000 NODE ****************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 630.90 IS CODE = 5 UPSTREAM NODE 630.90 ELEVATION = 368.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: FLOWLINE PIPE FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 104.82 36.00 0.00 368.33 DOWNSTREAM 109.13 42.00 - 3 68.00 LATERAL #1 2.15 18.00 90.00 369.83 LATERAL #2 2.16 18.00 90.00 369.83 Q5 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL VELOCITY DEPTH(FT.) 2.91 3.16 0.55 0.55 (FT/SEC) 18.056 17.817 3.630 3.635 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Dy=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02836 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02502 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02669 5.00 FEET 0.133 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.631)+( 0.000) = 0.631 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = NODE 630.90 : HGL = < 370.626>;EGL= < 375.689>;FLOWLINE= < 368.330> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 616.00 630.90 TO NODE ELEVATION = 616.00 IS CODE = 1 373.89 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 104.82 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 185.29 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 2.24 CRITICAL DEPTH(FT) 2 .91 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.57 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 3.236 6.693 10.391 14.351 18.598 23.159 28.069 33.367 39.098 45.319 52.095 59.510 67.664 76.686 86.741 98.047 110.899 125.710 143.087 163.968 185.290 FLOW DEPTH (FT) 2 .575 2.561 2.548 2.535 2.521 2.508 2.494 2.481 .468 .454 .441 .428 .414 .401 .387 .374 .361 ,347 .334 .320 .307 .296 VELOCITY (FT/SEC) 16.231 16.302 16.375 16.449 16.525 16.602 16.681 16.762 16.844 16.928 17.014 17.101 17.190 17 .280 17.373 17.467 17.563 17.660 17.760 17.861 17.965 18.051 SPECIFIC ENERGY(FT) 6.668 6.691 6.714 6.739 6.764 6.791 6.818 6.847 876 907 938 971 005 040 077 114 153 193 235 277 321 359 PRESSURE+ MOMENTUM(POUNDS) 3778.61 3787.69 3797.11 3806.87 3816.98 3827.43 3838.22 3849.37 3860.88 3872.74 3884.96 3897.55 3910.52 3923.85 3937.57 3951.67 3966.16 3981.04 3996.32 4012.01 4028.11 4041.64 NODE 616.00 HGL < 376.465>;EGL= < 380.558>;FLOWLINE= < 373.890> ****************************************************************************** FLOW PROCESS FROM NODE 616.00 TO NODE 615.00 IS CODE = 3 UPSTREAM NODE 615.00 ELEVATION = 374.79 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 104.82 CFS PIPE DIAMETER 36.00 INCHES CENTRAL ANGLE = 0.750 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 28.00 FEET NORjyiAL DEPTH (FT) 2 .18 CRITICAL DEPTH(FT) = 2.91 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.91 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.236 0.905 1.972 3.422 5.254 7.478 10.111 13.181 FLOW DEPTH VELOCITY (FT) 2.913 .883 .854 .824 .795 .765 .736 .707 .677 2. 2, 2, 2. 2 . 2. 2 . 2. (FT/SEC) 14.950 15.018 15.096 15.183 15.278 15.382 15.492 15.611 15.736 SPECIFIC ENERGY(FT) 6.385 6, 6. 6. 6. 6. 6. ,388 ,395 ,406 .422 .442 .465 6.493 6.525 PRESSURE+ MOMENTUM(POUNDS) 3660.82 3661.91 3665.01 3669.98 3676.70 3685.10 3695.15 3706.80 3720.04 16.725 20.788 25.432 28.000 2.648 2.618 2.589 2 .575 15.869 16.009 16.157 16.231 6.561 6.601 6.645 6.668 3734.87 3751.29 3769.30 3778.61 NODE 615.00 : HGL = < 377.703>;EGL= < 381.175>;FLOWLINE= < 374.790> ************** **************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 615.90 615.00 TO NODE 615.90 IS CODE = 5 ELEVATION = 374.79 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 93.04 104.82 11.79 0.00 0.00= 36.00 36.00 18.00 0.00 0.00 90.00 0.00 374.79 374.79 375.54 0.00 CRITICAL VELOCITY (FT/SEC) 2.86 13.162 2.91 14.954 1.31 6.672 0.00 0.000 ==Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02061 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.082 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.813)+( 0.000) = 0.813 01946 02177 0.000 FEET NODE 615.90 HGL < 379.298>;EGL= < 381.988>;FLOWLINE= < 374.790> ********* ********************************************************************* FLOW PROCESS FROM NODE UPSTREAM NODE 614.00 615.90 TO NODE ELEVATION = 614.00 IS CODE = 3 377.19 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 93.04 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 2.250 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 79.76 FEET BEND COEFFICIENT(KB) = 0.03953 FLOW VELOCITY = 13.16 FEET/SEC. VELOCITY HEAD = 2.690 FEET HB=KB*(VELOCITY HEAD) = ( 0.040)*( 2.690) = 0.106 SF=(Q/K)**2 = (( 93.04)/( 666.989))**2 = 0.01946 HF=L*SF = ( 79.76)*(0.01946) = 1.552 TOTAL HEAD LOSSES = HB + HF = ( 0.106)+( 1.552) = 1.658 NODE 614.00 : HGL = < 380.956>;EGL= < 383.646>;FLOWLINE= < 377.190> ****************************************************************************** FLOW PROCESS FROM NODE 614.00 TO NODE 614.90 IS CODE = 2 UPSTREAM NODE 614.90 ELEVATION = 377.52 (FLOW IS UNDER PRESSURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 93.04 CFS PIPE DIAMETER FLOW VELOCITY = 13.16 FEET/SEC. VELOCITY HEAD HMN = .05*(VELOCITY HEAD) = .05*( 2.690) = 0.135 36.00 INCHES 2.690 FEET NODE 614.90 : HGL = < 381.091>;EGL= < 383.781>;FLOWLINE= < 377.520> ****************************************************************************** FLOW PROCESS FROM NODE 614.90 TO NODE 613.00 IS CODE = 3 UPSTREAM NODE 613.00 ELEVATION = 379.75 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 93.04 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 4.100 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 154.09 FEET BEND COEFFICIENT(KB) = 0.05336 FLOW VELOCITY = 13.16 FEET/SEC. VELOCITY HEAD = 2.690 FEET HB=KB*(VELOCITY HEAD) = ( 0.053)*( 2.690) = 0.144 SF=(Q/K)**2 = (( 93.04)/( 666.984))**2 = 0.01946 HF=L*SF = ( 154.09)*(0.01946) = 2.998 TOTAL HEAD LOSSES = HB + HF = ( 0.144)+( 2.998) = 3.142 NODE 613.00 : HGL = < 384.232>;EGL= < 386.923>;FLOWLINE= < 379.750> ****************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 600.00 IS CODE = 1 UPSTREAM NODE 600.00 ELEVATION = 380.04 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 93.04 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 73.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 93.04)/( 666.990))**2 = 0.01946 HF=L*SF = ( 73.00)*(0.01946) = 1.420 NODE 600.00 : HGL = < 385.653>;EGL= < 388.343>;FLOWLINE= < 380.040> ****************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.90 IS CODE = 5 UPSTREAM NODE 600.90 ELEVATION = 380.04 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 82.86 36.00 0.00 380.04 2.80 11.722 DOWNSTREAM 93.04 36.00 - 380.04 2.86 13.162 LATERAL #1 10.19 18.00 90.00 381.78 1.23 5.766 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01543 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01946 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01744 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.070 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.626)+( 0.000) = 0.626 NODE 600.90 : HGL = < 386.836>;EGL= < 388.969>;FLOWLINE= < 380.040> ****************************************************************************** FLOW PROCESS FROM NODE 600.90 TO NODE 565.00 IS CODE = 1 UPSTREAM NODE 565.00 ELEVATION = 381.78 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 82.86 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 65.62 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 82.86)/( 666.987))**2 = 0.01543 HF=L*SF = ( 65.62)*(0.01543) = 1.013 NODE 565.00 : HGL = < 387.848>;EGL= < 389.982>;FLOWLINE= < 381.780> ****************************************************************************** FLOW PROCESS FROM NODE 565.00 TO NODE 565.90 IS CODE = 5 UPSTREAM NODE 565.90 ELEVATION = 382.11 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 74.74 36.00 0.00 382.11 2.72 10.573 DOWNSTREAM 82.86 36.00 - 381.78 2.80 11.722 LATERAL #1 2.10 18.00 63.17 383.61 0.55 1.188 LATERAL #2 6.02 18.00 90.00 383.61 0.95 3.407 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01256 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01543 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01399 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.056 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.449)+( 0.000) = 0.449 NODE 565.90 : HGL = < 388.695>;EGL= < 390.431>;FLOWLINE= < 382.110> ****************************************************************************** FLOW PROCESS FROM NODE 565.90 TO NODE 530.00 IS CODE = 1 UPSTREAM NODE 530.00 ELEVATION = 392.21 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 74.74 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 221.91 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.54 CRITICAL DEPTH(FT) = 2.72 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.72 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.716 11.103 4.632 2147.48 0. 076 2 .669 11 246 4 634 2148 56 0 307 2 .622 11 402 4 642 2151 82 0 702 2 .575 11 570 4 656 2157 27 1 273 2 .529 11 753 4 675 2164 95 2 034 2 .482 11 949 4 700 2174 93 3 002 2 .435 12 159 4 732 2187 27 4 201 2 .388 12 384 4 771 2202 06 5 658 2 .341 12 625 4 818 2219 41 7 404 2 .294 12 881 4 872 2239 44 9 480 2 .247 13 155 4 936 2262 28 11 935 2 .201 13 446 5 010 2288 08 14 830 2 .154 13 757 5 094 2317 01 18 240 2 .107 14 088 5 190 2349 25 22 263 2 .060 14 440 5 300 2385 02 27 024 2 .013 14 816 5 424 2424 54 32 690 1 .966 15 217 5 564 2468 08 39 485 1 .919 15 645 5 722 2515 92 47 730 1 .872 16 102 5 901 2568 39 57 892 1 .826 16 591 6 103 2625 85 70 696 1 .779 17 114 6 330 2688 70 87 365 1 .732 17 675 6 586 2757 39 110 187 1 .685 18 277 6 875 2832 44 144 311 1 .638 18 924 7 203 2914 43 206 265 1 .591 19 .621 7 573 3004 01 221 910 1 .591 19 .620 7 573 3003 98 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 6.58 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 6 585 10. 574 8 321 3774. 29 108 .774 3 .000 10. 574 4 736 2193 07 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 108 .774 3 .000 10. 570 4 736 2193 07 109 .075 2 .989 10. 574 4 726 2188 66 109 .337 2 .977 10. 582 4 717 2184 76 109 .576 2 .966 10. 592 4 709 2181 19 109 .797 2 .955 10. 604 4 702 2177 89 110 .001 2 .943 10. 617 4 695 2174 82 110 .190 2 .932 10. 632 4 688 2171 97 110 .367 2 .920 10. 648 4 682 2169 31 110 .532 2 .909 10. 665 4 676 2166 83 110 .685 2 .898 10. 683 4 671 2164 53 110 .827 2 .886 10. 703 4 666 2162 39 110 .958 2 .875 10. 723 4 662 2160 41 111 .080 2 .864 10. 744 4 657 2158 58 111 .192 2 .852 10. 767 4 654 2156 90 Ill 294 2 841 10 790 4 650 2155 37 111 387 2 830 10 814 4 647 2153 98 111 471 2 818 10 840 4 644 2152 73 111 545 2 807 10 866 4 641 2151 62 111 611 2 796 10 892 4 639 2150 64 111 668 2 784 10 920 4 637 2149 80 111 716 2 773 10 949 4 635 2149 08 111 756 2 761 10 978 4 634 2148 50 111 786 2 750 11 008 4 633 2148 05 111 808 2 739 11 039 4 632 2147 73 111 821 2 727 11 071 4 632 2147 54 111 826 2 716 11 103 4 632 2147 48 221 910 2 716 11 103 4 632 2147 48 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 57.11 FEET UPSTREAM OF DOWNSTREAM DEPTH = 4.703 FEET, UPSTREAM CONJUGATE DEPTH NODE 565.90 | = 1.623 FEET j NODE 530.00 HGL < 394.926>;EGL= < 396.842>;FLOWLINE= < 392.210> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 530.90 530.00 TO NODE ELEVATION = 530.90 IS CODE = 5 392.54 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 31.47 74.74 43 .31 0.00 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 0.00 392.54 1.88 10.017 36.00 - 392.21 2.72 11.107 24.00 90.00 392.54 1.96 13.786 0.00 0.00 0.00 0.00 0.000 :=Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01518 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.061 FEET ENTRANCE LOSSES = vJUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.943)+( 0.000) = 2.943 01935 01100 0.000 FEET NODE 530.90 : HGL = < 398.227>;EGL= < 399.785>;FLOWLINE= < 392.540> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 516.00 530.90 TO NODE 516.00 IS CODE = 1 ELEVATION = 393.22 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 31.47 CFS PIPE DIAMETER = 24.00 INCHES 208.03 FEET MANNING'S N = 0.01300 (( 31.47)/( 226.223))**2 = 0.01935 208.03)*(0.01935) = 4.026 NODE 516.00 HGL < 402.252>;EGL= < 403.810>;FLOWLINE= < 393.220> ****************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 515.00 IS CODE = 3 UPSTREAM NODE 515.00 ELEVATION = 401.33 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 31.47 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 14.740 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 82.09 FEET BEND COEFFICIENT(KB) = 0.10117 FLOW VELOCITY = 10.02 FEET/SEC. VELOCITY HEAD = 1.558 FEET HB=KB*(VELOCITY HEAD) = ( 0.101)*( 1.558) = 0.158 SF=(Q/K)**2 = (( 31.47)/( 226.226))**2 = 0.01935 HF=L*SF = ( 82.09)* (0.01935) = 1.589 TOTAL HEAD LOSSES = HB + HF = ( 0.158)+( 1.589) = 1.746 NODE 515.00 : HGL = < 403.999>;EGL= < 405.557>;FLOWLINE= < 401.330> ****************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.90 IS CODE = 5 UPSTREAM NODE 515.90 ELEVATION = 401.66 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 17.97 24.00 0.00 401.66 1.53 5.720 DOWNSTREAM 31.47 24.00 - 401.33 1.88 10.017 LATERAL #1 13.51 18.00 64.00 401.83 1.37 7.645 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00631 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01935 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01283 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.051 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.654)+( 0.000) = 0.654 NODE 515.90 : HGL = < 405.702>;EGL= < 406.210>;FLOWLINE= < 401.660> ****************************************************************************** FLOW PROCESS FROM NODE 515.90 TO NODE 525.00 IS CODE = 3 UPSTREAM NODE 525.00 ELEVATION = 403.75 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 17.97 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 28.810 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 160.42 FEET BEND COEFFICIENT(KB) = 0.14145 FLOW VELOCITY = 5.72 FEET/SEC. VELOCITY HEAD = 0.508 FEET HB=KB*(VELOCITY HEAD) = ( 0.141)*( 0.508) = 0.072 SF=(Q/K)**2 = (( 17.97)/( 226.225))**2 = 0.00631 HF=L*SF = ( 160.42)*(0.00631) = 1.012 TOTAL HEAD LOSSES = HB + HF = ( 0.072)+( 1.012) = 1.084 NODE 525.00 : HGL = < 406.787>;EGL= < 407.295>;FLOWLINE= < 403.750> PLOW PROCESS FROM TO "5^00 «JDE 3.00 IS^OD^^ UPSTREAM NODE 513.00 ELbVAixuiN "CALCULATE FRICTION ^^^SES(LACFCD):^^^ DIM^ETER = 24.00 INCHES PIPE FLOW PIPE LENGTH = '^[fj,^";] 226.224))**2 = 0.00631 0.01300 SF=(Q/K)**2 = (( HF=L*SF = ( MANNING'S N ) **2 = 98.35)*(0.00631) = 0.621 "":'7"407'407>;EGL="<''407'915>;FLOWLINE= < 404.770> *********************** NODE 513.00 : HGL P.OW PROCESS FROM NOPE , LSLIC JUMP OCCURS, UPSTREAM NODE 512.00 ELEVAiiUN CALCULATE PIPE-BEND BOSSES (OCEMA) : ^^^^ ^^^^^^^ PIPE FLOW = 17 97 CFS MANNING'S N = 0.013 CENTRAL ANGLE = 10.300 DEGR&tb PIPE LENGTH = 59.49 FEET "HYDR^iLIc'jWrDOwilSTREAM RUN ANALYSIS ^RESULTS --- CRITICAL DEPTH(FT) NORMAL DEPTH (FT) = ?::°L============================= ^OTSTRElJ^COOTROrASSUMED FLOWDEPTH (^FT)^_=^^^^^1^53^^^^^^^^^ ^l^UALL7vlRIErFL0rPR0FiLE^ INFORMATION: .00 INCHES 00 1.53 DISTANCE FROM CONTROL(FT) 0.000 0.039 0.153 0 1. 1. 2, 2. 3 351 0.639 029 530 155 920 841 4.942 6.246 7 .787 9.604 11.747 14.279 17 .286 20.884 25.232 30.569 37.261 45.923 57.710 59.490 FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.526 6.984 1.507 7.074 1.488 7.167 1.469 7 .264 1.450 7.365 1.431 7.470 1.412 7 .580 1.392 7.693 1.373 7.811 1.354 7.934 1.335 8.062 1.316 8.194 1.297 8.333 1.278 8.477 1.259 8.626 1.240 8.782 1.221 8.945 SPECIFIC ENERGY(FT) 2 .284 2.285 2.286 2.289 2.293 2 .298 2.304 2.312 2.321 2 .332 2.345 2.359 2.376 2.394 2.415 1.201 1.182 1.163 1.144 1.125 1.106 1.104 9.114 9.291 9.476 9.668 9.869 10.079 10.101 2. 2. 2, 2 2 2 2 2 2 438 464 492 524 ,558 .596 .638 .684 .689 PRESSURE+ MOMENTUM (POUNDS) 353.31 353.40 353.65 354.07 354.66 355.44 356.39 357.55 358.90 360.45 362.22 364.21 366.44 368.90 371.62 374.59 377.84 381.37 385.20 389.34 393.81 398.62 403.79 404.34 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 2.64 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2 .637 5 720 3 .145 520 .12 44 .336 2 .000 5 720 2 .508 395 .23 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 44 .336 2 .000 5. 718 2 508 395 23 45 .458 1 .981 5. 727 2 491 391 83 46 .473 1 .962 5. 743 2 475 388 70 47 .425 1 .943 5. 765 2 460 385 75 48 .326 1 .924 5. 790 2 445 382 96 49 .185 1 .905 5. 818 2 431 380 30 50 .004 1 .886 5. 850 2 418 377 77 50 .786 1 .868 5. 885 2 406 375 37 51 .534 1 .849 5. 923 2 394 373 09 52 .248 1 .830 5. 963 2 382 370 93 52 .929 1 .811 6. 006 2 371 368 89 53 .576 1 .792 6. 052 2 361 366 97 54 .191 1 .773 6. 101 2 351 365 16 54 .771 1 .754 6. 152 2 342 363 48 55 .317 1 .735 6. 205 2 333 361 92 55 .828 1 .716 6. 262 2 325 360 48 56 .301 1 .697 6. 321 2 318 359 16 56 .736 1 .678 6. 382 2 311 357 97 57 .131 1 .659 6. 447 2 305 356 91 57 .483 1 .640 6. 514 2 300 355 97 57 .791 1 .622 6. 584 2 295 355. 18 58 .051 1 .603 6. 657 2. 291 354. 52 58 .260 1 .584 6. 733 2. 288 354. 00 58 .414 1 .565 6. 812 2 . 286 353. 62 58 .510 1 .546 6. 895 2 . 284 353. 39 58 .544 1 .527 6. 980 2 . 284 353 . 31 59 .490 1 .527 6. 980 2. 284 353 . 31 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 56.13 FEET UPSTREAM OF NODE 513.00 DOWNSTREAM DEPTH = 1.704 FEET, UPSTREAM CONJUGATE DEPTH = 1.364 FEET NODE 512.00 : HGL = < 407.576>;EGL= < 408.334>;FLOWLINE= < 406.050> ****************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 511.00 IS CODE = 3 UPSTREAM NODE 511.00 ELEVATION = 407.12 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 17.97 CFS CENTRAL ANGLE = 85.840 DEGREES PIPE DIAMETER = 24.00 INCHES MANNING'S N = 0.01300 PIPE LENGTH 146.69 FEET HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.53 CRITICAL DEPTH(FT) 1.53 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.27 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1 .271 8 528 2 401 369 .81 2 .432 1 .281 8 449 2 391 368 .42 4 .868 1 292 8 372 2 381 367 .10 7 .309 1 302 8 297 2 371 365 85 9 .754 1 312 8 223 2 363 364 66 12 .204 1 322 8 151 2 355 363 54 14 .659 1 332 8 080 2 347 362 49 17 .120 1 343 8 Oil 2 340 361 50 19 .585 1 353 7 943 2 333 360 58 22 .057 1 363 7 877 2 327 359 71 24 .535 1 373 7 812 2 321 358 91 27 .019 1 383 7 748 2 316 358 16 29 .510 1 394 7 686 2 312 357 47 32 .008 1 404 7 625 2 307 356 84 34 .515 1 414 7 565 2 303 356 26 37 .029 1 424 7 507 2 300 355 74 39 .552 1 434 7 450 2 297 355 27 42 .085 1 445 7 393 2 294 354 85 44 .628 1 455 7 338 2 292 354 49 47 .184 1 465 7 284 2 289 354 18 49 .752 1 475 7. 232 2 288 353 91 52 .337 1 485 7. 180 2 286 353 70 54 .944 1 496 7. 129 2. 285 353 53 57 .582 1 506 7. 080 2. 285 353 41 60 .283 1 516 7 . 031 2 . 284 353 34 69 .425 1 526 6. 984 2 . 284 353 31 146 .690 1 526 6. 984 2 . 284 353 31 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 1 .527 6.980 2 284 353 .31 0 . 000 1 .527 6.980 2 284 353 .31 0 .001 1 .527 6.980 2 284 353 .31 0 .001 1 .527 6.981 2 284 353 31 0 .003 1 .527 6.981 2 284 353 31 0 .004 1 .527 6.981 2 284 353 31 0 .006 1 .527 6.981 2 284 353 31 0 .009 1 .527 6.981 2 284 353 31 0 . 012 1 .527 6.981 2 284 353 31 0 016 1 527 6 .981 2 .284 353 .31 0 021 1 527 6 .982 2 .284 353 .31 0 026 1 527 6 .982 2 .284 353 .31 0 033 1 527 6 982 2 284 353 .31 0 040 1 527 6 982 2 284 353 .31 0 049 1 527 6 982 2 284 353 .31 0 059 1 526 6 982 2 284 353 .31 0 072 1 526 6 982 2 284 353 31 0 086 1 526 6 982 2 284 353 31 0 104 1 526 6 983 2 284 353 31 0 125 1 526 6 983 2 284 353 31 0 152 1 526 6 983 2 284 353 31 0 187 1 526 6 983 2 284 353 31 0 233 1 526 6 983 2 284 353 31 0 302 1 526 6 983 2 284 353 31 0 425 1 526 6 983 2 284 353 31 4 494 1 526 6 984 2 284 353 31 146 690 1 526 6 984 2 284 353 31 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 0.00 FEET UPSTREAM OF I DOWNSTREAM DEPTH = 1.527 FEET, UPSTREAM CONJUGATE DEPTH NODE 512.00 = 1.526 FEET NODE 511.00 HGL < 408.391>;EGL= < 409.521>;FLOWLINE= < 407.120> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 510.00 511.00 TO NODE ELEVATION = 510.00 IS CODE = 1 407.44 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.97 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 19.78 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.14 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.53 DISTANCE FROM CONTROL(FT) 0.000 0.037 0.150 0.349 0.639 1.030 1.534 2 .162 2.929 3 .852 4.952 6.253 7.788 9.592 11.716 14.219 17.185 FLOW DEPTH (FT) 1.527 .512 .496 .481 .466 .451 .435 1.420 1.405 1.389 1.374 1.359 .344 .328 .313 ,298 VELOCITY (FT/SEC) 6.980 7.052 1.282 126 202 280 361 445 531 620 7.712 7.806 7.904 8.005 8.109 8.216 8.327 8.441 SPECIFIC ENERGY(FT) 2.284 .284 .285 .287 .289 2.293 2.296 2.301 2.307 2.313 2.321 .330 .339 .350 .362 .375 ,390 PRESSURE+ MOMENTUM(POUNDS) 353 .31 353 .37 353.52 353.78 354.15 354.64 355.23 355.95 356.79 357.75 358.84 360.06 361.42 362.91 364.55 366.34 368.28 19.780 1.271 8.528 2.401 369.81 NODE 510.00 : HGL = < 408.967>;EGL= < 409.724>;FLOWLINE= < 407.440> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 510.00 FLOWLINE ELEVATION = 407.44 ASSUMED UPSTREAM CONTROL HGL = 408.97 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS **************************************************************************.**** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 903.8 TO 905.0 DESILT * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY903_8.DAT TIME/DATE OF STUDY: 10:44 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 903.80- 6.56* 1688.88 1.06 1164.35 } FRICTION } HYDRAULIC JUMP 905.00- 1.88*Dc 786.71 1.88*Dc 786.71 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 903.80 FLOWLINE ELEVATION = 311.06 PIPE FLOW = 31.16 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 317.620 FEET NODE 903.80 : HGL = < 317.620>;EGL= < 319.148>;FLOWLINE= < 311.060> ****************************************************************************** FLOW PROCESS FROM NODE 903.80 TO NODE 905.00 IS CODE = 1 UPSTREAM NODE 905.00 ELEVATION = 319.18 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 31.16 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 112.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.01 CRITICAL DEPTH(FT) = 1.88 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.88 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 000 1 .879 10 .168 3 .485 786 .71 0 051 1 .844 10 .285 3 .488 787 .25 0 201 1 .810 10 .419 3 .497 788 .83 0 453 1 775 10 .569 3 .511 791 43 0 811 1 741 10 .733 3 .530 795 04 1 281 1 .706 10 .913 3 .556 799 68 1 873 1 671 11 .108 3 .588 805 37 2 598 1 .637 11 .319 3 .627 812 14 3 473 1 602 11 547 3 .674 820 03 4 514 1 567 11 793 3 .728 829 09 5 746 1 533 12 057 3 .791 839 38 7 196 1 498 12 340 3 . 864 850 98 8 899 1 464 12 644 3 .948 863 96 10 901 1 429 12 970 4 .043 878 40 13 256 1 394 13 320 4 . 151 894 42 16 040 1 360 13 696 4 .274 912 12 19 349 1 325 14 099 4 .414 931 63 23 317 1 291 14 532 4 .572 953 10 28 130 1 256 14 998 4 .751 976 68 34 065 1 221 15 500 4 .954 1002 58 41 549 1 187 16 041 5 .185 1030 98 51 304 1 152 16 625 5 .446 1062 14 64 679 1 117 17 257 5 .744 1096 33 84 715 1 083 17 941 6 . 084 1133 86 112 000 1 057 18 492 6 .370 1164 35 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) PRESSURE FLOW PROFILE COMPUTED INFORMATION: 6.56 DISTANCE FROM CONTROL(FT) 0.000 85.189 PRESSURE HEAD(FT) 6.560 2 .000 VELOCITY (FT/SEC) 9.919 9.919 SPECIFIC ENERGY(FT) 8.088 3.528 PRESSURE+ MOMENTUM(POUNDS) 1688.88 794.96 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 85.189 85.268 85.336 85.398 85.455 85.507 FLOW DEPTH (FT) 2.000 1.995 1.990 1.985 1.981 1.976 VELOCITY (FT/SEC) 9.915 9.917 9.921 9.926 9.931 9.938 SPECIFIC ENERGY(FT) 3.528 3 .523 3.520 3 .516 3 .513 3.510 PRESSURE+ MOMENTUM(POUNDS) 794.96 794.13 793 .41 792.75 792.14 791.57 85 555 1 971 9 945 3 508 791 05 85 600 1 966 9 953 3 505 790 57 85 641 1 961 9 961 3 503 790 12 85 679 1 956 9 970 3 501 789 71 85 715 1 952 9 979 3 499 789 32 85 747 1 947 9 989 3 497 788 97 85 777 1 942 9 999 3 495 788 64 85 805 1 937 10 009 3 494 788 35 85 830 1 932 10 020 3 492 788 08 85 852 1 927 10 032 3 491 787 83 85 872 1 923 10 044 3 490 787 61 85 890 1 918 10 056 3 489 787 42 85 906 1 913 10 069 3 488 787 25 85 919 1 908 10 082 3 487 787 11 85 931 1 903 10 095 3 487 786 98 85 940 1 898 10 109 3 486 786 88 85 947 1 894 10 123 3 486 786 81 85 952 1 889 10 138 3 486 786 75 85 955 1 884 10 152 3 485 786 72 85 956 1 879 10 168 3 485 786 71 112 000 1 879 10 168 3 485 786 71 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 59.42 FEET UPSTREAM OF NODE 903.80 | I DOWNSTREAM DEPTH = 3.380 FEET, UPSTREAM CONJUGATE DEPTH = 1.149 FEET j NODE 905.00 : HGL = < 321.059>;EGL= < 322.665>;FLOWLINE= < 319.180> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 905.00 FLOWLINE ELEVATION = 319.18 ASSUMED UPSTREAM CONTROL HGL = 321.06 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 910.8 TO 945.0 INLET * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY910_8.DAT TIME/DATE OF STUDY: 07:43 09/14/2004 ********** ******************************************************************** GRADUALLY VARIEE FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 910.80-10.93* 1194.67 1.10 134.25 } FRICTION 930.00-10.94* 1195.41 1.10 DC 134.25 } JUNCTION 930.90-10.46* 1076.45 0.45 26.40 } FRICTION 945.00-9.96* 1021.23 0.56 DC 24.49 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 910.80 FLOWLINE ELEVATION = 301.65 PIPE FLOW = 8.11 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 312.580 FEET NODE 910.80 : HGL = < 312.580>;EGL= < 312.907>;FLOWLINE= < 301.650> ****************************************************************************** FLOW PROCESS FROM NODE 910.80 TO NODE 930.00 IS CODE = 1 UPSTREAM NODE 930.00 ELEVATION = 301.88 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.11 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 39.70 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.11)/( 105.046))**2 = 0.00596 HF=L*SF = ( 39.70)*(0.00596) = 0.237 NODE 930.00 : HGL = < 312.817>;EGL= < 313.144>;FLOWLINE= < 301.880> ****************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 930.90 IS CODE = 5 UPSTREAM NODE 930.90 ELEVATION = 303.02 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 2.21 18.00 90.00 303.02 0.56 1.251 DOWNSTREAM 8.11 18.00 - 3 01.88 1.10 4.589 LATERAL #1 5.90 18.00 90.00 303.52 0.94 3.339 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00044 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00596 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00320 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.013 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.351)+( 0.013)+( 0.000) = 0.364 NODE 930.90 : HGL = < 313.483>;EGL= < 313.508>;FLOWLINE= < 303.020> ****************************************************************************** FLOW PROCESS FROM NODE 930.90 TO NODE 945.00 IS CODE = 1 UPSTREAM NODE 945.00 ELEVATION = 303.54 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.21 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 43.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 2.21)/( 105.069))**2 = 0.00044 HF=L*SF = ( 43.25)*(0.00044) = 0.019 NODE 945.00 : HGL = < 313.503>;EGL= < 313.527>;FLOWLINE= < 303.540> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 945.00 FLOWLINE ELEVATION = 303.54 ASSUMED UPSTREAM CONTROL HGL = 3 04.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 930.8 TO 925.0 INLET * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY930_8.DAT TIME/DATE OF STUDY: 08:03 09/14/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 930.80- 9.59* 1014.53 0.42 179.41 } FRICTION 925.00- 6.72* 697.75 0.95 Dc 89.95 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ******************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 930.80 FLOWLINE ELEVATION = 303.71 PIPE FLOW = 6.02 CFS PIPE DIAlylETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 313.3 00 FEET NODE 930.80 : HGL = < 313.300>;EGL= < 313.480>;FLOWLINE= < 303.710> ****************************************************************************** FLOW PROCESS FROM NODE 930.80 TO NODE 925.00 IS CODE = 1 UPSTREAM NODE 925.00 ELEVATION = 306.60 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.02 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.02)/( 105.045))**2 = 0.00328 HF=L*SF = ( 5.25)* (0.00328) = 0.017 NODE 925.00 : HGL = < 313.317>;EGL= < 313.497>;FLOWLINE= < 306.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 925.00 FLOWLINE ELEVATION = 306.60 ASSUMED UPSTREAM CONTROL HGL = 307.55 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 981 TO 902.0 DESILT * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY981.DAT TIME/DATE OF STUDY: 10:48 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 981.90- } 965.00- } 965.00- } 976.00- } 976.00- } 950.00- } 950.90- } 951.00- } 951.90- } 952.00- } 910.00- } 910.90- } 909.00- • } 909.90- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 12.51* FRICTION ANGLE-POINT FRICTION ANGLE-POINT FRICTION MANHOLE FRICTION JUNCTION FRICTION 11.46* 11.51* 11.35* 11.38* 11.43* 11.14* 11.20* 11.74* 11.70* FRICTION+BEND 11.61* JUNCTION 11.54* FRICTION 10.89* MANHOLE 10.57* 5654.25 5190.99 5214.27 5143.09 5155.06 5176.84 5051.23 5077.52 5075 .57 5061.25 5018.98 3730.19 3529.06 3433.23 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH (FT) MOMENTUM (POUNDS) 1.64 1603.87 2.06 1383.47 2.06 1383.47 2.39 Dc 1342.69 2.39 Dc 1342.69 1.93 1424.00 2.39 Dc 1342.69 2.39 Dc 1342.69 2.06 1059.52 2.05 1060.35 2.19 Dc 1053.39 1.39 1112.28 1.40 1106.64 1.47 1065.65 } FRICTION 908.00- } MANHOLE 908.90- 7.91* 7.63* } FRICTION 906.00-6.85* } FRICTION+BEND 903.90- 6.42* } JUNCTION 6.09* 903.90- } FRICTION+BEND 907.00- } FRICTION 902.00- 5.73* 5.46* 2617.97 2531.32 2291.44 2161.16 654.16 613.65 584.84 1.46 1.53 1.63 2.09 Dc 0.95 0.97 1.07 Dc 1069.58 1029.75 985.68 909.24 127.75 127.14 125.11 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 981.90 FLOWLINE ELEVATION = 297.40 PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 309.910 FEET NODE 981.90 : HGL = < 309.910>;EGL= < 310.815>;FLOWLINE= < 297.400> ****************************************************************************** FLOW PROCESS FROM NODE 981.90 TO NODE 965.00 IS CODE = 1 UPSTREAM NODE 965.00 ELEVATION = 298.64 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 29.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 53.95)/( 666.999))**2 = 0.00654 HF=L*SF = ( 29.00)*(0.00654) = 0.190 NODE 965.00 : HGL = < 310.100>;EGL= < 311.004>;FLOWLINE= < 298.640> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 965.00 965.00 TO NODE 965.00 IS CODE = 6 ELEVATION = 298.64 (FLOW IS UNDER PRESSURE) CALCULATE ANGLE-POINT LOSSES(LACRD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE ANGLE-POINT = 17.84 DEGREES ANGLE-POINT COEFFICIENT KA = 0.05837 FLOW VELOCITY = 7.63 FEET/SEC. VELOCITY HEAD = 0.905 FEET HAPT=KA*(VELOCITY HEAD) = (0.05837)*( 0.905) = 0.053 NODE 965.00 : HGL = < 310.153>;EGL= < 311.057>;FLOWLINE= < 298.640> ****************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 976.00 IS CODE = 1 UPSTREAM NODE 976.00 ELEVATION = 298.92 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 18.13 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 53.95)/( 666.973))**2 = 0.00654 HF=L*SF = ( 18.13)*(0.00654) = 0.119 NODE 976.00 : HGL = < 310.271>;EGL= < 311.176>;FLOWLINE= < 298.920> ****************************************************************************** FLOW PROCESS FROM NODE 976.00 TO NODE 976.00 IS CODE = 6 UPSTREAM NODE 976.00 ELEVATION = 298.92 (FLOW IS UNDER PRESSURE) CALCULATE ANGLE-POINT LOSSES(LACRD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE ANGLE-POINT = 10.00 DEGREES ANGLE-POINT COEFFICIENT KA = 0.02999 FLOW VELOCITY = 7.63 FEET/SEC. VELOCITY HEAD = 0.905 FEET HAPT=KA*(VELOCITY HEAD) = (0.02999)*( 0.905) = 0.027 NODE 976.00 : HGL = < 310.298>;EGL= < 311.203>;FLOWLINE= < 298.920> ****************************************************************************** FLOW PROCESS FROM NODE 976.00 TO NODE 950.00 IS CODE = 1 UPSTREAM NODE 950.00 ELEVATION = 300.31 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 220.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 53.95)/( 666.981))**2 = 0.00654 HF=L*SF = ( 220.00)*(0.00654) = 1.439 NODE 950.00 : HGL = < 311.738>;EGL= < 312.642>;FLOWLINE= < 300.310> ****************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 950.90 IS CODE = 2 UPSTREAM NODE 950.90 ELEVATION = 300.64 (FLOW IS UNDER PRESSURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES FLOW VELOCITY = 7.63 FEET/SEC. VELOCITY HEAD = 0.905 FEET HMN = .05*(VELOCITY HEAD) = .05*( 0.905) = 0.045 NODE 950.90 : HGL = < 311.783>;EGL= < 312.687>;FLOWLINE= < 300.640> ****************************************************************************** FLOW PROCESS FROM NODE 950.90 TO NODE 951.00 IS CODE = 1 UPSTREAM NODE 951.00 ELEVATION = 300.95 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.95 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 56.49 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 53.95)/( 667.007))**2 = 0.00654 HF=L*SF = ( 56.49)*(0.00654) = 0.370 NODE 951.00 : HGL = < 312.152>;EGL= < 313.057>;FLOWLINE= < 300.950> ****************************************************************************** FLOW PROCESS FROM NODE 951.00 TO NODE 951.90 IS CODE = 5 UPSTREAM NODE 951.90 ELEVATION = 300.96 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 45.23 36.00 0.00 300.96 2.19 6.399 DOWNSTREAM 53.95 36.00 - 300.95 2.39 7.632 LATERAL #1 8.72 18.00 90.00 301.70 1.14 4.935 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00460 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00654 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00557 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.274)+( 0.000) = 0.274 NODE 951.90 : HGL = < 312.696>;EGL= < 313.331>;FLOWLINE= < 300.960> ****************************************************************************** FLOW PROCESS FROM NODE 951.90 TO NODE 952.00 IS CODE = 1 UPSTREAM NODE 952.00 ELEVATION = 301.06 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 45.23 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 14.69 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 45.23)/( 666.920))**2 = 0.00460 HF=L*SF = ( 14.69)*(0.00460) = 0.068 NODE 952.00 : HGL = < 312.763>;EGL= < 313.399>;FLOWLINE= < 301.060> ****************************************************************************** FLOW PROCESS FROM NODE 952.00 TO NODE 910.00 IS CODE = 3 UPSTREAM NODE 910.00 ELEVATION = 301.45 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 45.23 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 6.820 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 54.45 FEET BEND COEFFICIENT(KB) = 0.06882 FLOW VELOCITY = 6.40 FEET/SEC. VELOCITY HEAD = 0.636 FEET HB=KB*(VELOCITY HEAD) = ( 0.069)*( 0.636) = 0.044 SF=(Q/K)**2 = (( 45.23)/( 667.007))**2 = 0.00460 HF=L*SF = ( 54.45)*(0.00460) = 0.250 TOTAL HEAD LOSSES = HB + HF = ( 0.044)+( 0.250) = 0.294 NODE 910.00 : HGL = < 313.057>;EGL= < 313.693>;FLOWLINE= < 301.450> ****************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.90 IS CODE = 5 UPSTREAM NODE 910.90 ELEVATION = 301.99 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 38.24 30.00 54.00 301.99 2.09 7.790 DOWNSTREAM 45.23 36.00 -301.45 2.19 6.399 LATERAL #1 6.99 18.00 0.00 302.50 1.02 3 .956 LATERAL #2 0. 00 0.00 0.00 0.00 0.00 0. 000 Q5 0.00= ==Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00869 DOWNSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.00460 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00664 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.027 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.783)+( 0.000) = 0.783 NODE 910.90 : HGL = < 313.533>;EGL= < 314.476>;FLOWLINE= < 301.990> ****************************************************************************** FLOW PROCESS FROM NODE 910.90 TO NODE 909.00 IS CODE = 1 UPSTREAM NODE 909.00 ELEVATION = 303.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 40.66 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 38.24)/( 410.178))**2 = 0.00869 HF=L*SF = ( 40.66)*(0.00869) = 0.353 NODE 909.00 : HGL = < 313.887>;EGL= < 314.829>;FLOWLINE= < 303.000> ****************************************************************************** FLOW PROCESS FROM NODE 909.00 TO NODE 909.90 IS CODE = 2 UPSTREAM NODE 909.90 ELEVATION = 303.36 (FLOW IS UNDER PRESSURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES FLOW VELOCITY = 7.79 FEET/SEC. VELOCITY HEAD = 0.942 FEET HMN = .05*(VELOCITY HEAD) = .05*( 0.942) = 0.047 NODE 909.90 : HGL = < 313.934>;EGL= < 314.876>;FLOWLINE= < 303.360> ****************************************************************************** FLOW PROCESS FROM NODE 909.90 TO NODE 908.00 IS CODE = 1 UPSTREAM NODE 908.00 ELEVATION = 307.95 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 221.87 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 38.24)/( 410.171))**2 = 0.00869 HF=L*SF = ( 221.87)*(0.00869) = 1.928 NODE 908.00 : HGL = < 315.862>;EGL= < 316.805>;FLOWLINE= < 307.950> ****************************************************************************** FLOW PROCESS FROM NODE 908.00 TO NODE 908.90 IS CODE = 2 UPSTREAM NODE 908.90 ELEVATION = 308.28 (FLOW IS UNDER PRESSURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES FLOW VELOCITY = 7.79 FEET/SEC. VELOCITY HEAD = 0.942 FEET HMN = .05*(VELOCITY HEAD) = .05*( 0.942) = 0.047 NODE 908.90 : HGL = < 315.909>;EGL= < 316.852>;FLOWLINE= < 308.280> ****************************************************************************** FLOW PROCESS FROM NODE 908.90 TO NODE 906.00 IS CODE = 1 UPSTREAM NODE 906.00 ELEVATION = 309.67 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 69.82 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 38.24)/( 410.176))**2 = 0.00869 HF=L*SF = ( 69.82)*(0.00869) = 0.607 NODE 906.00 : HGL = < 316.516>;EGL= < 317.459>;FLOWLINE= < 309.670> ****************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 903.90 IS CODE = 3 UPSTREAM NODE 903.90 ELEVATION = 310.56 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 38.24 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 10.550 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 44.18 FEET BEND COEFFICIENT(KB) = 0.08559 FLOW VELOCITY = 7.79 FEET/SEC. VELOCITY HEAD = 0.942 FEET HB=KB*(VELOCITY HEAD) = ( 0.086)*( 0.942) = 0.081 SF=(Q/K)**2 = (( 38.24)/( 410.171))**2 = 0.00869 HF=L*SF = ( 44.18)*(0.00869) = 0.384 TOTAL HEAD LOSSES = HB + HF = ( 0.081)+( 0.384) = 0.465 NODE 903.90 : HGL = < 316.981>;EGL= < 317.923>;FLOWLINE= < 310.560> ****************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.90 IS CODE = 5 UPSTREAM NODE 903.90 ELEVATION = 311.56 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 7.70 18.00 0.00 311.56 1.07 4.357 DOWNSTREAM 38.24 30.00 - 310.56 2.09 7.790 LATERAL #1 30.57 24.00 49.00 313.65 1.87 9.731 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/({A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00537 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00869 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00703 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.028 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.024)+( 0.000) = 0.024 NODE 903.90 : HGL = < 317.653>;EGL= < 317.948>;FLOWLINE= < 311.560> ****************************************************************************** FLOW PROCESS FROM NODE 903.90 TO NODE 907.00 IS CODE = 3 UPSTREAM NODE 907.00 ELEVATION = 312.42 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 7.70 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 20.330 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 85.17 FEET BEND COEFFICIENT(KB) = 0.11882 FLOW VELOCITY = 4.36 FEET/SEC. VELOCITY HEAD = 0.295 FEET HB=KB*(VELOCITY HEAD) = ( 0.119)*( 0.295) = 0.035 SF=(Q/K)**2 = (( 7.70)/( 105.043))**2 = 0.00537 HF=L*SF = ( 85.17)*(0.00537) = 0.458 TOTAL HEAD LOSSES = HB + HF = ( 0.035)+( 0.458) = 0.493 NODE 907.00 : HGL = < 318.145>;EGL= < 318.440>;FLOWLINE= < 312.420> ****************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 902.00 IS CODE = 1 UPSTREAM NODE 902.00 ELEVATION = 313.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 59.31 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 7.70)/( 105.043))**2 = 0.00537 HF=L*SF = ( 59.31)*(0.00537) = 0.319 NODE 902.00 : HGL = < 318.464>;EGL= < 318.759>;FLOWLINE= < 313.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 902.00 FLOWLINE ELEVATION = 313.00 ASSUMED UPSTREAM CONTROL HGL = 314.07 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 995.8 TO 1005.0 DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY995_8.DAT TIME/DATE OF STUDY: 10:54 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 995.80- 6.40* 713.04 0.66 224.48 } FRICTION 997.00- 5.67* 632.77 0.69 215.36 } FRICTION 1005.00- 4.21* 471.28 1.16 Dc 156.29 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 995.80 FLOWLINE ELEVATION = 294.70 PIPE FLOW = 9.06 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 301.100 FEET NODE 995.80 : HGL = < 301.100>;EGL= < 301.508>;FLOWLINE= < 294.700> ****************************************************************************** FLOW PROCESS FROM NODE 995.80 TO NODE 997.00 IS CODE = 1 UPSTREAM NODE 997.00 ELEVATION = 295.54 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.06 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 15.07 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.06)/( 105.036))**2 = 0.00744 HF=L*SF = ( 15.07)*(0.00744) = 0.112 NODE 997.00 : HGL = < 301.212>;EGL= < 3 01.620>;FLOWLINE= < 295.540> ****************************************************************************** FLOW PROCESS FROM NODE 997.00 TO NODE 1005.00 IS CODE = 1 UPSTREAM NODE 1005.00 ELEVATION = 297.19 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.06 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.93 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.06)/( 105.044))**2 = 0.00744 HF=L*SF = ( 24.93)*(0.00744) = 0.185 NODE 1005.00 : HGL = < 301.398>;EGL= < 301.806>;FLOWLINE= < 297.190> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1005.00 FLOWLINE ELEVATION = 297.19 ASSUMED UPSTREAM CONTROL HGL = 298.35 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1610.8 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1610_8.DAT TIME/DATE OF STUDY: 10:52 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1610.80- 2.33* 432.28 1.41 Dc 337.41 } FRICTION 1620.00- 2.76* 479.40 1.41 Dc 337.41 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1610.80 FLOWLINE ELEVATION = 291.08 PIPE FLOW = 15.34 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 293.410 FEET NODE 1610.80 : HGL = < 293.410>;EGL= < 294.580>;FLOWLINE= < 291.080> ****************************************************************************** FLOW PROCESS FROM NODE 1610.80 TO NODE 1620.00 IS CODE = 1 UPSTREAM NODE 1620.00 ELEVATION = 291.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.34 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 52.39 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 15.34)/( 105.043))**2 = 0.02133 HF=L*SF = ( 52.39)*(0.02133) = 1.117 NODE 1620.00 : HGL = < 294.527>;EGL= < 295.697>;FLOWLINE= < 291.770> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1620.00 FLOWLINE ELEVATION = 291.77 ASSUMED UPSTREAM CONTROL HGL = 293.18 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS *****************************************************************************.l^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDSTRIAL * * PROPOSED CONDITIONS - 951.8 TO 960.0 DESILT * * 1OO-YEAR STORM EVENT * *************************************************************.,,*^^^^.^.^.^.f^.^^^^^ FILE NAME: C:\HYDRO\SY951_8.DAT TIME/DATE OF STUDY: 10:50 10/11/2004 ****************************************************************************.f,.^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 951.80- 10.96* 1254.24 0.56 389.38 } FRICTION 955.00- 8.04* 932.29 0.63 335.48 } FRICTION 960.00- 4.78* 573.26 1.26 Dc 200.52 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************.i,.^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 951.80 FLOWLINE ELEVATION = 301.70 PIPE FLOW = 10.82 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 312.660 FEET NODE 951.80 : HGL = < 312.660>;EGL= < 313.242>;FLOWLINE= < 301.700> **********************************************************************.^.i,.i^.i^.f..i^^^ FLOW PROCESS FROM NODE 951.80 TO NODE 955.00 IS CODE = 1 UPSTREAM NODE 955.00 ELEVATION = 304.80 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 10.82)/( 105.038))**2 = 0.01061 HF=L*SF = ( 17.00)*(0.01061) = 0.180 NODE 955.00 : HGL = < 312.840>;EGL= < 313.423>;FLOWLINE= < 304.800> *************************************************************************.f^.^.)..,..^ FLOW PROCESS FROM NODE 955.00 TO NODE 960.00 IS CODE = 1 UPSTREAM NODE 960.00 ELEVATION = 308.30 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 23.00 FEET MANNING'S N = 0.01300 SF=(Q/K)'*2 = (( 10.82)/( 105.046))**2 = 0.01061 HF=L*SF = ( 23.00)*(0.01061) = 0.244 NODE 960.00 : HGL = < 313.084>;EGL= < 313.667>;FLOWLINE= < 308.300> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 960.00 FLOWLINE ELEVATION = 308.30 ASSUMED UPSTREAM CONTROL HGL = 309.56 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 980.8 TO 990.0 DESILT * * 1OO-YEAR STORM EVENT * ************************************************************************** FILENAME: C:\HYDRO\SY980_8.DAT TIME/DATE OF STUDY: 10:56 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 980.80- 9.24* 1030.43 0.49 341.19 } FRICTION 985.00- 6.16* 691.22 0.54 296.48 } FRICTION 990.00- 1.76* 205.09 1.18 Dc 161.33 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 980.80 FLOWLINE ELEVATION = 296.27 PIPE FLOW = 9.27 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 305.510 FEET NODE 980.80 : HGL = < 305.510>;EGL= < 305.937>;FLOWLINE= < 296.270> ****************************************************************************** FLOW PROCESS FROM NODE 980.80 TO NODE 985.00 IS CODE = 1 UPSTREAM NODE 985.00 ELEVATION = 299.46 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.27 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.62 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.27)/( 105.043))**2 = 0.00779 HF=L*SF = ( 14.62)*(0.00779) = 0.114 NODE 985.00 : HGL = < 305.624>;EGL= < 306.051>;FLOWLINE= < 299.460> ****************************************************************************** FLOW PROCESS FROM NODE 985.00 TO NODE 990.00 IS CODE = 1 UPSTREAM NODE 990.00 ELEVATION = 304.11 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.27 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.00 FEET MANNING'S N = 0.01300 SF-(Q/K)**2 = (( 9.27)/( 105.044))**2 = 0.00779 HF=L*SF = ( 31.00)*(0.00779) = 0.241 NODE 990.00 : HGL = < 305.865>;EGL= < 306.293>;FLOWLINE= < 304.110> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 990.00 FLOWLINE ELEVATION = 304.11 ASSUMED UPSTREAM CONTROL HGL = 305.29 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1045.8 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY1045_8.DAT TIME/DATE OF STUDY: 08:24 09/14/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1045.80- 8.65* 941.14 0.56 215.05 } FRICTION 1054.00- 8.11* 881.18 0.56 212.47 } FRICTION+BEND 1055.00- 3.24* 344.79 1.09 Dc 131.55 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1045.80 FLOWLINE ELEVATION = 286.85 PIPE FLOW = 7.99 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 295.500 FEET NODE 1045.80 : HGL = < 295.500>;EGL= < 295.817>;FLOWLINE= < 285.850> ****************************************************************************** FLOW PROCESS FROM NODE 1045.80 TO NODE 1054.00 IS CODE = 1 UPSTREAM NODE 1054.00 ELEVATION = 287.44 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.99 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01300 SF={Q/K)**2 = (( 7.99)/( 105.033))**2 = 0.00579 HF=L*SF = ( 8.00)* (0.00579) = 0.046 NODE 1054.00 : HGL = < 295.546>;EGL= < 295.854>;FLOWLINE= < 287.440> ****************************************************************************** FLOW PROCESS FROM NODE 1054.00 TO NODE 1055.00 IS CODE = 3 UPSTREAM NODE 1055.00 ELEVATION = 292.77 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 7.99 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 34.380 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 72.00 FEET BEND COEFFICIENT(KB) = 0.15452 FLOW VELOCITY = 4.52 FEET/SEC. VELOCITY HEAD = 0.317 FEET HB=KB*(VELOCITY HEAD) = ( 0.155)*( 0.317) = 0.049 SF=(Q/K)**2 = (( 7.99)/( 105.045))**2 = 0.00579 HF=L*SF = ( 72.00)* (0.00579) = 0.417 TOTAL HEAD LOSSES = HB + HF = ( 0.049)+( 0.417) = 0.466 NODE 1055.00 : HGL = < 295.012>;EGL= < 296.329>;FLOWLINE= < 292.770> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1055.00 FLOWLINE ELEVATION = 292.77 ASSUMED UPSTREAM CONTROL HGL = 293.86 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1045.9 TO 890.0 JUNCTION * * * ************************************************************************** FILENAME: C:\HYDRO\SY1045-9.DAT TIME/DATE OF STUDY: 08:55 09/24/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 1045.90- } 1010.00- } 1010.90- } 996.00- } 995.00- } 995.90- } 980.00- } 980.90- } 981.00- } 981.90- } 890.00- } 890.90- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 21789.49 FRICTION JUNCTION FRICTION 11.99* 8.43* 8.58* 8.95* FRICTION+BEND 9.43* JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION 8.47* 9. 89* 9.97* 11.49* 13.74* 13.73* 15.30* 17423 .17 17092.61 17553.27 18132.93 16554.32 18296.13 17957.86 19820.25 19358.41 19346.23 20129.42 DOWNSTREAM RUN FLOW PRESSURE+ DE PTH(FT) MOMENTUM(POUNDS) 15949.59 3 .25 4.74 Dc 4.26 3 .96 3 . 80 4.59 Dc 4.69 Dc 4.66 Dc 4.65 Dc 4.20 4.34 Dc 3.48 Dc 13114.56 12814.67 13215.24 13522.84 12171.32 12171.32 11721.67 11721.67 8350.16 8336.04 12440.85 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 9 80.90 980.00 TO NODE ELEVATION = 980.90 IS CODE = 5 294.83 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 298.55 305.98 7 .33 0.00 0.00=: DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 60.00 0.00 294.83 4.55 15.210 60.00 - 294.50 4.69 15.583 18.00 90.00 294.83 1.05 4.148 0.00 0.00 0.00 0.00 0.000 ==Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.01315 DOWNSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.013 80 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01347 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.054 FEET ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.232)+( 0.000) = 0.232 FEET NODE 980.90 HGL < 304.802>;EGL= < 308.394>;FLOWLINE= < 294.830> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 981.00 980.90 TO NODE ELEVATION = 981.00 IS CODE = 1 296.40 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 298.65 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 235.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 298.55)/( 2604.433))**2 = 0.01315 HF=L*SF = ( 235.00)*(0.01315) = 3.090 NODE 981.00 : HGL = < 307.892>;EGL= < 311.484>;FLOWLINE= < 296.400> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 9 81.90 981.00 TO NODE 981.90 IS CODE = 5 ELEVATION = 296.41 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 237 . 84 298.65 60.87 0.00 0.00= DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 60.00 0.00 295.41 4.34 12.113 60.00 - 295.40 4.56 15.210 35.00 52.90 297.40 2.52 8.611 0.00 0.00 0.00 0.00 0.000 ==Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*15.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00834 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01315 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01074 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.947)+( 0.000) = 0.947 NODE 981.90 : HGL = < 310.153>;EGL= < 312.432>;FLOWLINE= < 295.410> ****************************************************************************** FLOW PROCESS FROM NODE 981.90 TO NODE 890.00 IS CODE = 1 UPSTREAM NODE 890.00 ELEVATION = 295.47 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 237.84 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 6.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 237.84)/( 2604.135))**2 = 0.00834 HF=L*SF = ( 6.00)*(0.00834) = 0.050 NODE 890.00 : HGL = < 310.203>;EGL= < 312.482>;FLOWLINE= < 295.470> ****************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.90 IS CODE = 5 UPSTREAM NODE 890.90 ELEVATION = 297.98 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 237.84 42.00 80.00 297.98 3.48 24.721 DOWNSTREAM 237.84 60.00 - 296.47 4.34 12.113 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 o.OO===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05588 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00834 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03211 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.128 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = {DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = (11.288)+( 0.000) = 11.288 ""NODE 890.90 : HGL = < 314.281>;EGL= < 323.770>;FLOWLINE= < 297.980> ********** ******************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 890.90 FLOWLINE ELEVATION = 297.98 ASSUMED UPSTREAM CONTROL HGL = 3 01.46 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1220.7 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1220_7.DAT TIME/DATE OF STUDY: 10:11 10/08/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1220.70- 7.00* 760.25 0.98 135.28 } FRICTION 1234.00- 6.75* 732.70 0.99 135.10 } FRICTION+BEND 1233.00- 6.65* 721.71 1.00 134.71 } FRICTION 1232.00- 6.12* 663.37 0.99 134.86 } FRICTION+BEND 1231.00- 6.04* 653.99 1.03 133.80 } FRICTION 1230.00- 6.01* 651.13 1.10 Dc 132.89 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1220.70 FLOWLINE ELEVATION = 298.28 PIPE FLOW = 8.05 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 305.280 FEET NODE 1220.70 : HGL = < 305.280>;EGL= < 305.602>;FLOWLINE= < 298.280> ****************************************************************************** FLOW PROCESS FROM NODE 1220.70 TO NODE 1234.00 IS CODE = 1 UPSTREAM NODE 1234.00 ELEVATION = 298.88 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 8.05 CFS PIPE DIAMETER = 18 .00 INCHES PIPE LENGTH = 59.62 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = ( ( 8. 05)/( 105.046))**2 = 0 005 87 HF=L*SF = ( 59 62)*(0.00587) = 0.350 NODE 1234.00 : HGL = < 305.630>;EGL= < 305.952>;FLOWLINE= < 298.880> ****************************************************************************** FLOW PROCESS FROM NODE 1234.00 TO NODE 1233.00 IS CODE = 3 UPSTREAM NODE 1233.00 ELEVATION = 299.24 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.05 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 32.780 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 36.05 FEET BEND COEFFICIENT(KB) = 0.15088 FLOW VELOCITY = 4.56 FEET/SEC. VELOCITY HEAD = 0.322 FEET HB=KB*(VELOCITY HEAD) = ( 0.151)*( 0.322) = 0.049 SF=(Q/K)**2 = (( 8.05)/( 105.041))**2 = 0.00587 HF=L*SF = ( 36.05)*(0.00587) = 0.212 TOTAL HEAD LOSSES = HB + HF = ( 0.049)+( 0.212) = 0.260 NODE 1233.00 : HGL = < 305.890>;EGL= < 306.213>;FLOWLINE= < 299.240> ****************************************************************************** FLOW PROCESS FROM NODE 1233.00 TO NODE 1232.00 IS CODE = 1 UPSTREAM NODE 1232.00 ELEVATION = 300.59 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.05 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 139.78 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.05)/( 105.043))**2 = 0.00587 HF=L*SF = ( 139.78)*(0.00587) = 0.821 NODE 1232.00 : HGL = < 306.711>;EGL= < 3 07.034>;FLOWLINE= < 300.590> ****************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1231.00 IS CODE = 3 UPSTREAM NODE 1231.00 ELEVATION = 300.94 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.05 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.42 FEET BEND COEFFICIENT(KB) = 0.17678 FLOW VELOCITY = 4.56 FEET/SEC. VELOCITY HEAD = 0.322 FEET HB=KB*(VELOCITY HEAD) = ( 0.177)*( 0.322) = 0.057 SF=(Q/K)**2 = (( 8.05)/( 105.043))**2 = 0.00587 HF=L*SF = ( 35.42)*(0.00587) = 0.208 TOTAL HEAD LOSSES = HB + HF = ( 0.057)+( 0.208) = 0.265 NODE 1231.00 : HGL = < 306.976>;EGL= < 307.299>;FLOWLINE= < 300.940> ****************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1230.00 IS CODE = 1 UPSTREAM NODE 1230.00 ELEVATION = 301.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.05 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.79 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.05)/( 105.055))**2 = 0.00587 HF=L*SF = ( 5.79)*(0.00587) = 0.034 NODE 1230.00 : HGL = < 307.010>;EGL= < 307.333>;FLOWLINE= < 301.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1230.00 FLOWLINE ELEVATION = 301.00 ASSUMED UPSTREAM CONTROL HGL = 302.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1220.8 TO INLET * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1220_8.DAT TIME/DATE OF STUDY: 10:05 10/08/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1220.80- 7.00* 708.44 0.33 120.89 } FRICTION 1240.00- 3.83* 359.18 0.78 Dc 55.88 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1220.80 FLOWLINE ELEVATION = 298.28 PIPE FLOW = 4.19 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 305.280 FEET NODE 1220.80 : HGL = < 305.280>;EGL= < 305.367>;FLOWLINE= < 298.280> ****************************************************************************** FLOW PROCESS FROM NODE 1220.80 TO NODE 1240.00 IS CODE = 1 UPSTREAM NODE 1240.00 ELEVATION = 301.46 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.19 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 7.95 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.19)/( 105.105))**2 = 0.00159 HF=L*SF = ( 7.95)*(0.00159) = 0.013 NODE 1240.00 : HGL = < 305.293>;EGL= < 305.380>;FLOWLINE= < 301.460> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1240.00 FLOWLINE ELEVATION = 301.46 ASSUMED UPSTREAM CONTROL HGL = 302.24 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1245.8 TO 1255 DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILENAME: C:\HYDR0\SY1245_8.DAT TIME/DATE OF STUDY: 10:19 10/08/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1245.80- 6.23* 769.11 0.73 355.04 } FRICTION 1255.00- 3.81* 502.41 1.32 Dc 240.25 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1245.80 FLOWLINE ELEVATION = 295.32 PIPE FLOW = 12.26 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 301.550 FEET NODE 1245.80 : HGL = < 301.550>;EGL= < 302.297>;FLOWLINE= < 295.320> ****************************************************************************** FLOW PROCESS FROM NODE 1245.80 TO NODE 1255.00 IS CODE = 1 UPSTREAM NODE 1255.00 ELEVATION = 298.12 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 12.26 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 12.26)/( 105.045))**2 = 0.01362 HF=L*SF = ( 28.00)*(0.01362) = 0.381 NODE 1255.00 : HGL = < 301.931>;EGL= < 302.679>;FLOWLINE= < 298.120> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1255.00 FLOWLINE ELEVATION = 298.12 ASSUMED UPSTREAM CONTROL HGL = 299.44 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS t***************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1260.8 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1260_8.DAT TIME/DATE OF STUDY: 10:18 10/08/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1260.80- 2.40 952.73 0.94* 1502.86 } FRICTION 1245.00- 1.90*Dc 867.77 1.90*Dc 867.77 } JUNCTION 1245.90- 3.43* 750.69 1.53 444.46 } FRICTION 1220.00- 3.04* 674.26 1.64 Dc 441.31 } JUNCTION 1220.90- 3.30* 383.01 0.67 248.74 } FRICTION 1219.00- 2.65* 311.87 0.67 251.94 } FRICTION+BEND } HYDRAULIC JUMP 1218.00- 1.20 DC 170.86 0.58* 297.14 } FRICTION 1210.00- 1.20*Dc 170.86 1.20*Dc 170.86 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1260.80 FLOWLINE ELEVATION = 285.10 PIPE FLOW = 33.16 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 287.500 FEET NODE 1260.80 : HGL = < 286.041>;EGL= < 294.132>;FLOWLINE= < 285.100> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1245.00 1260.80 TO NODE ELEVATION = 1245.00 IS CODE = 1 294.49 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW 33.16 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 58 75 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) = 0.84 CRITICAL DEPTH(FT) 1.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 1 .903 10 744 3 697 867 77 0 .036 1 .860 10 886 3 702 868 73 0 .140 1 .818 11 054 3 716 871 51 0 .313 1 .775 11 247 3 741 876 02 0 .556 1 .732 11 465 3 775 882 25 0 .876 1 .690 11 707 3 820 890 23 1 .279 1 .647 11 975 3 875 900 01 1 .774 1 .605 12 270 3 944 911 66 2 .373 1 .562 12 592 4 026 925. 30 3 . 090 1 .519 12 944 4 123 941. 04 3 .944 1 .477 13 329 4 237 959. 04 4 .957 1 .434 13 748 4 371 979. 47 6 .158 1 .392 14 205 4 527 1002 . 54 7 .581 1 .349 14 703 4 708 1028. 49 9 .275 1 .307 15 248 4 919 1057 . 58 11 .299 1 .264 15 843 5 164 1090. 15 13 .735 1 .221 16 494 5 448 1126. 57 16 . 692 1 .179 17 209 5 780 1167 . 28 20 .330 1 .136 17 994 6 167 1212. 78 24 .881 1 .094 18 861 6 621 1263 . 68 30 .708 1 .051 19 818 7 154 1320. 70 38 .424 1 . 008 20 881 7 783 1384. 69 49 .182 0 .966 22 065 8 531 1456. 68 58 .750 0 .941 22 819 9 032 1502. 86 NODE 1245.00 : HGL = < 296.393>;EGL= < 298.186>;FLOWLINE= < 294.490> ****************************************************************************** FLOW PROCESS FROM NODE 1245.00 TO NODE 1245.90 IS CODE = 5 UPSTREAM NODE 1245.90 ELEVATION = 294.82 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 21.08 33.16 12.09 0.00 DIAMETER (INCHES) 24.00 24.00 18.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 10.00 63.00 0.00 294.82 294.49 297.32 0.00 CRITICAL DEPTH(FT.) 1.64 1.90 1.32 0.00 VELOCITY (FT/SEC) 6.710 10.748 7.351 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00868 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01862 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.013 65 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.055 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.709)+( 0.055)+( 0.000) = 0.764 NODE 1245.90 : HGL = < 298.251>;EGL= < 298.950>;FLOWLINE= < 294.820> ****************************************************************************** FLOW PROCESS FROM NODE 1245.90 TO NODE 1220.00 IS CODE = 1 UPSTREAM NODE 1220.00 ELEVATION = 297.78 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.08 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 296.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 21.08)/( 226.224))**2 = 0.00868 HF=L*SF = ( 296.00)*(0.00868) = 2.570 NODE 1220.00 : HGL = < 300.821>;EGL= < 301.520>;FLOWLINE= < 297.780> ****************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.90 IS CODE = 5 UPSTREAM NODE 1220.90 ELEVATION = 298.28 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 9.66 18.00 0.00 298.28 1 20 5.467 DOWNSTREAM 21.08 24.00 - 297.78 1 64 6 .710 LATERAL #1 3.91 18.00 61.00 300.78 0 76 4.378 LATERAL #2 7.52 18.00 55.00 300.78 1 06 5.620 Q5 0.00= ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00? 346 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = O.OOJ 368 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00857 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.034 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.485)+( 0.034)+( 0.000) = 0.519 NODE 1220.90 : HGL = < 301.575>;EGL= < 302.039>;FLOWLINE= < 298.280> ****************************************************************************** FLOW PROCESS FROM NODE 1220.90 TO NODE 1219.00 IS CODE = 1 UPSTREAM NODE 1219.00 ELEVATION = 299.07 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.13 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.66)/( 105.044))**2 = 0.00846 HF=L*SF = ( 17.13)*(0.00846) = 0.145 NODE 1219.00 : HGL = < 301.720>;EGL= < 302.184>;FLOWLINE= < 299.070> ****************************************************************************** FLOW PROCESS FROM NODE 1219.00 TO NODE 1218.00 IS CODE = 3 UPSTREAM NODE 1218.00 ELEVATION = 301.99 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 9.66 CFS CENTRAL ANGLE = 56.060 DEGREES PIPE LENGTH = 63.60 FEET PIPE DIAMETER = 18.00 MANNING'S N = 0.01300 INCHES HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.58 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 1.793 3.643 5 .554 7.532 9.585 11.719 13.945 16.272 18.713 21.283 24.001 26.887 29.969 33.283 36.872 40.794 45.129 49.988 55.533 62.015 63.600 FLOW DEPTH (FT) 0.579 0.583 0.587 0.591 0.596 0.600 0.604 0.609 0.613 0.617 0.622 0.626 0.630 0.635 0.639 0.643 0.648 0.652 0.656 0.661 0.665 0.666 VELOCITY (FT/SEC) 15.362 15.210 15.060 14.912 14.768 14.626 14.486 14.349 14.215 14.083 13.953 13.825 13.700 13 .576 13.455 13 .336 13.219 13.104 12.990 12.879 12.769 12.747 SPECIFIC ENERGY(FT) 4.245 4.177 4.111 4.047 3 . 984 3 .924 3 .865 3 .808 3 .753 3.699 .647 .596 .547 .499 .452 .407 .363 .320 .278 .238 .198 3 , 3 . 3 , 3 . 3 . 3. 3 . 3 . 3 . 3 . 3 . 3 .191 PRESSURE+ MOMENTUM (POUNDS) 297.14 294.45 291.81 289.23 286.70 284.22 281.78 279.40 277.06 274.77 272.52 270.32 268.16 266.04 263.97 261.93 259.93 257.97 256.05 254.16 252.31 251.94 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.65 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.650 5.466 3.114 311.87 32.457 1.500 5.466 1.964 185.03 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 32 .457 32 .746 33.006 33 .249 33.479 33.696 FLOW DEPTH (FT) .500 .488 .476 .464 .452 .440 .428 VELOCITY (FT/SEC) 5.465 5.471 5.484 5.499 5.518 5.539 5.563 5.589 5.616 SPECIFIC ENERGY(FT) 33.902 34.097 1.416 34.283 1.404 34.459 1.392 5.646 34.626 1.380 5.678 34.783 1.368 5.711 34.931 1.356 5.747 35.070 1.344 5.784 35.200 1.332 5.823 35.320 1.320 5.864 35.430 1.308 5.906 35.530 1.296 5.951 35.621 1.284 5.997 35.700 1.272 6.045 35.769 1.260 6.095 35.826 1.248 6.147 35.871 1.236 6.200 35.905 1.224 6.256 35.925 1.212 6.314 35.932 1.200 6.373 63.600 1.200 6.373 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 14.22 FEET UPSTREAM OF NODE 1219.00 DOWNSTREAM DEPTH = 2.146 FEET, UPSTREAM CONJUGATE DEPTH = 0.656 FEET 964 953 943 934 925 917 909 901 894 887 881 875 869 864 859 854 850 846 843 840 837 835 833 832 831 831 831 PRESSURE+ MOMENTUM(POUNDS) 185.03 183.83 182.74 181.72 180.75 179.84 178.98 178.16 177.39 176.66 175. 175. 174. 174. 173 . 173 . 172 . 172. 172. 171. 171. 171. 171. 170, 170. 170. 170. .98 .34 .74 .18 . 66 .19 .76 .37 . 02 .72 .46 ,25 .08 ,96 ,89 ,86 ,86 NODE 1218.00 HGL < 302.569>;EGL= < 306.235>;FLOWLINE= < 301.990> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1210.00 1218.00 TO NODE ELEVATION = 1210.00 IS CODE = 1 308.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 59.55 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.55 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.014 FLOW DEPTH (FT) 1.200 1.174 VELOCITY (FT/SEC) 6.373 6.509 SPECIFIC ENERGY(FT) 1.831 1.832 PRESSURE+ MOMENTUM(POUNDS) 170.86 170.98 0 056 1 148 6 .655 1 .836 171 34 0 132 1 122 6 . 811 1 .843 171 95 0 243 1 096 6 .979 1 .853 172 83 0 395 1 070 7 .159 1 .867 173 99 0 593 1 044 7 .352 1 .884 175 45 0 843 1 019 7 .559 1 .906 177 24 1 153 0 993 7 .781 1 .933 179 37 1 533 0 967 8 . 020 1 .966 181 86 1 992 0 941 8 .277 2 .005 184 76 2 546 0 915 8 .553 2 .052 188 08 3 211 0 889 8 .851 2 .106 191 87 4 009 0 863 9 .173 2 .171 196 16 4 966 0 837 9 .521 2 .246 201 01 6 120 0 811 9 .898 2 .334 206 46 7 517 0 786 10 .307 2 .436 212 58 9 224 0 760 10 .753 2 .556 219 44 11 331 0 734 11 .238 2 .696 227 12 13 975 0 708 11 .770 2 .860 235 71 17 368 0 682 12 .353 3 .053 245 33 21 867 0 656 12 .994 3 .280 256 12 28 142 0 630 13 .703 3 .548 268 22 37 702 0 604 14 .489 3 .866 281 82 55 397 0 578 15 .363 4 .246 297 15 59 550 0 579 15 .362 4 .245 297 14 NODE 1210.00 : HGL = < 309.200>;EGL= < 309.831>;FLOWLINE= < 308.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1210.00 FLOWLINE ELEVATION = 308.00 ASSUMED UPSTREAM CONTROL HGL = 3 09.20 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************.,,.f, PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1310.8 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1310_8.DAT TIME/DATE OF STUDY: 17:59 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1310.80- 1.85 217.78 0.52* 322.72 } FRICTION 1305.00- 1.18*Dc 164.00 1.18*Dc 164.00 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION **************************************************.*.**.**.*.****.*********.*****.**j^j^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1310.80 FLOWLINE ELEVATION = 2 86.40 PIPE FLOW = 9.38 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 288.250 FEET NODE 1310.80 : HGL = < 286.917>;EGL= < 291.595>;FLOWLINE= < 286.400> *****************************************************************************.„ FLOW PROCESS FROM NODE 1310.80 TO NODE 1305.00 IS CODE = 1 UPSTREAM NODE 1305.00 ELEVATION = 294.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 56.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.49 CRITICAL DEPTH(FT) = 1.18 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.18 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 000 1 183 6 .270 1 .794 164 .00 0 010 1 156 6 .418 1 .796 164 .13 0 042 1 128 6 .578 1 .800 164 .54 0 099 1 100 6 .750 1 .808 165 .23 0 183 1 072 6 .936 1 . 820 166 .24 0 298 1 045 7 .136 1 .836 167 .57 0 449 1 017 7 .352 1 . 857 169 .25 0 641 0 989 7 .585 1 .883 171 .31 0 881 0 962 7 .836 1 . 916 173 .78 1 175 0 934 8 .109 1 . 955 176 .69 1 533 0 906 8 .403 2 . 003 180 .08 1 967 0 878 8 .722 2 .060 183 .99 2 492 0 851 9 .069 2 .129 188 .47 3 125 0 823 9 .447 2 .209 193 .59 3 891 0 795 9 .859 2 .305 199 .40 4 821 0 767 10 .310 2 .419 205 .98 5 955 0 740 10 .804 2 .553 213 .43 7 351 0 712 11 .348 2 .713 221 .85 9 090 0 684 11 .948 2 .902 231 .37 11 292 0 656 12 .613 3 .128 242 .14 14 143 0 629 13 .353 3 .399 254 .34 17 960 0 601 14 .179 3 .725 268 19 23 338 0 573 15 .107 4 .119 283 .95 31 619 0 545 16 .155 4 .600 301 .95 47 114 0 518 17 .344 5 . 192 322 .61 56 000 0 517 17 .351 5 . 195 322 72 NODE 1305.00 : HGL = < 295.983>;EGL= < 296.594>;FLOWLINE= < 294.800> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1305.00 FLOWLINE ELEVATION = 294.80 ASSUMED UPSTREAM CONTROL HGL = 295.98 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 519-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1410.9 TO DESILT * * 100-YEAR STORM EVENT * ********************************************************************************* FILE NAME: SY1410_9.DAT TIME/DATE OF STUDY: 09:35 09/14/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 1410.90- } 1409.00- } 1408.00- } 1408.90- } 1407.00- } 1403 .00- } MOMENTUM(POUNDS) 525.16 1405.00- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) 4.85* FRICTION 3.91* 419.99 FRICTION+BEND 1.62* 167.70 MANHOLE 1.16 134.59 FRICTION+BEND 1.10 Dc 134.02 FRICTION 1.10 Dc 134.02 FRICTION+BEND 1.10*Dc 134.02 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 0.80 153.38 154.66 0.79 0.78 0.97* 0.99* 1.06* 1.10*Dc 155.38 135.89 136.08 134.27 134.02 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1410.90 FLOWLINE ELEVATION = 287.64 PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 292.500 FEET NODE 1410.90 : HGL = < 292.500>;EGL= < 292.825>;FLOWLINE= < 287.640> ****************************************************************************** FLOW PROCESS FROM NODE 1410.90 TO NODE 1409.00 IS CODE = 1 UPSTREAM NODE 1409.00 ELEVATION = 289.02 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 71.68 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.10)/( 105.041))**2 = 0.00595 HF=L*SF = ( 71.68)*(0.00595) = 0.425 NODE 1409.00 : HGL = < 292.925>;EGL= < 293.252>;FLOWLINE= < 289.020> ****************************************************************************** FLOW PROCESS FROM NODE 1409.00 TO NODE 1408.00 IS CODE = 3 UPSTREAM NODE 1408.00 ELEVATION = 292.33 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 19.710 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 165.47 FEET BEND COEFFICIENT(KB) = 0.11699 FLOW VELOCITY = 4.58 FEET/SEC. VELOCITY HEAD = 0.325 FEET HB=KB*(VELOCITY HEAD) = ( 0.117)*( 0.326) = 0.038 SF=(Q/K)**2 = (( 8.10)/( 105.044))**2 = 0.00595 HF=L*SF = ( 165.47)*(0.00595) = 0.984 TOTAL HEAD LOSSES = HB + HF = { 0.038)+( 0.984) = 1.022 NODE 1408.00 : HGL = < 293.948>;EGL= < 294.275>;FLOWLINE= < 292.330> ****************************************************************************** FLOW PROCESS FROM NODE 1408.00 TO NODE 1408.90 IS CODE = 2 UPSTREAM NODE 1408.90 ELEVATION = 292.65 (FLOW SEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES AVERAGED VELOCITY HEAD = 0.508 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 0.508) = 0.025 NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS NODE 1408.90 : HGL = < 293.535>;EGL= < 294.324>;FLOWLINE= < 292.660> ****************************************************************************** FLOW PROCESS FROM NODE 1408.90 TO NODE 1407.00 IS CODE = 3 UPSTREAM NODE 1407.00 ELEVATION = 294.14 (FLOW IS SUPERCRITICA.L) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 15.910 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 142.00 FEET NORMAL DEPTH(FT) = 0.97 CRITICAL DEPTH(FT) = 1.10 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ OL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNI 0 000 0. 993 6. 520 1. 654 135 08 0 715 0. 992 6 526 1 654 136 11 1 466 0. 992 6 532 1 655 136 14 2 256 0. 991 6 537 1 655 136 18 3 089 0 990 6 543 1 655 136 21 3 968 0 989 6 549 1 556 136 24 4 898 0 989 6 555 1 556 136 27 5 885 0 988 6 561 1 657 135 30 5 935 0 987 5 566 1 657 136 33 8 058 0 986 5 572 1 657 136 37 9 251 0 986 6 578 1 658 136 40 10 554 0 985 6 584 1 658 135 43 11 953 0 984 6 590 1 659 136 46 13 474 0 983 5 596 1 659 136 50 15 138 0 982 6 602 1 660 136 53 16 972 0 982 6 608 1 660 136 57 19 013 0 981 6 613 1 660 136 50 21 309 0 980 5 619 1 561 135 63 23 928 0 979 6 625 1 651 135 67 26 970 0 979 6 631 1 662 136 70 30 592 0 978 6 537 1 652 136 74 35 051 0 977 6 643 1 663 136 77 40 .836 0 976 6 .649 1 .663 136 81 49 .042 0 976 6 .655 1 .664 136 85 63 .180 0 975 6 .551 1 .664 136 88 142 .000 0 975 6 . 662 1 .554 136 89 NODE 1407.00 : HGL = < 295.133>;EGL= < 295.794>;FLOWLINE= < 294.140> ****************************************************************************** FLOW PROCESS FROM NODE 1407.00 TO NODE 1403.00 IS CODE = 1 UPSTREAM NODE 1403.00 ELEVATION = 294.59 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.31 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.99 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.05 GPADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.10 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMEIOTUM (POUN 0 000 1 064 6 044 1 631 134.27 0 276 1 061 6 062 1 632 134.31 0 584 1 058 6 080 1 632 134.35 0 928 1 055 6 099 1 633 134.40 1 310 1 052 6 117 1 633 134.44 1 735 1 049 6 136 1 634 134.49 2 206 1 046 6 155 1 634 134.55 2 730 1 043 6 174 1 635 134.51 3 .311 1 040 6 193 1 636 134.67 3.957 1 037 6 212 1 637 134 .73 4.676 1 034 6 231 1 638 134 .80 5.478 1 031 6 251 1 638 134 .87 6.375 1 028 6 271 1 639 134 .94 7.384 1 025 5 290 1 640 135 .02 8.522 1 023 6 311 1 641 135 .10 9.815 1 020 6 331 1 642 135 .18 11.297 1 017 5 351 1 643 135 .27 13.010 1 014 6 372 1 545 135 .36 15.017 1 Oil 6 392 1 546 135 .45 17.409 1 008 5 413 1 647 135 .55 20.327 1 005 5 434 1 648 135 .65 24.008 1 002 6 455 1 550 135 .75 28.893 0 999 6 477 1 651 135 . 85 35.979 0 996 6 498 1 652 135 .97 48.459 0 993 6 .520 1 654 136 .08 55.310 0 993 5 520 1 654 136 .08 1403 . 00 HGL = < 295 754>;EGL= < 296.321> FLOWLINE= < 294 . 690> ****************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1405.00 IS CODE = 3 UPSTREAM NODE 1405.00 ELEVATION = 295.48 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 8.10 CFS CENTRAL ANGLE = 75.000 DEGREES PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 PIPE LENGTH = 96.00 FEET NORMAL DEPTH(FT) 1.06 CRITICAL DEPTH(FT) = 1.10 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.10 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0 000 1 102 5. 817 1 628 134. 02 0 007 1 101 5 826 1 628 134. 02 0 027 1 099 5 835 1 628 134. 02 0 053 1 098 5 844 1 628 134. 02 0 116 1 096 5 853 1 628 134 03 0 187 1 094 5 862 1 628 134 03 0 278 1 093 5 871 1 628 134 04 0 392 1 091 5 880 1 628 134 04 0 530 1 090 5 889 1 628 134 05 0 697 1 088 5 898 1 629 134 05 0 894 1 085 5 907 1 629 134 06 1 128 1 085 5 917 1 629 134 07 1 403 1 083 5 926 1 629 134 08 1 725 1 082 5 935 1 629 134 09 2 104 1 080 5 945 1 629 134 10 2 549 1 078 5 954 1 629 134 11 3 075 1 077 5 954 1 629 134 13 3 .700 1 .075 5 973 1 630 134 14 4 .452 1 074 5 983 1 630 134 15 5 .369 1 .072 5 993 1 .630 134 17 6.512 1.070 6.002 1.630 134.19 7.982 1.069 6.012 1.630 134.21 9.970 1.057 6.022 1.631 134.22 12.903 1.066 6.031 1.631 134.24 18.151 1.064 6.041 1.631 134.26 96.000 1.064 6.044 1.631 134.27 NODE 1405.00 : HGL = < 295.582>;EGL= < 297.108>;FLOWLINE= < 295.480> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1405.00 FLOWLINE ELEVATION = 295.48 ASSUMED UPSTREAM CONTROL HGL = 296.58 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1610.8 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1610_8.DAT TIME/DATE OF STUDY: 10:52 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1610.80- 2.33* 432.28 1.41 Dc 337.41 } FRICTION 1620.00- 2.76* 479.40 1.41 Dc 337.41 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1610.80 FLOWLINE ELEVATION = 291.08 PIPE FLOW = 15.34 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 293.410 FEET NODE 1610.80 : HGL = < 293.410>;EGL= < 294.580>;FLOWLINE= < 291.080> ****************************************************************************** FLOW PROCESS FROM NODE 1610.80 TO NODE 1620.00 IS CODE = 1 UPSTREAM NODE 1620.00 ELEVATION = 291.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.34 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 52.39 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 15.34)/( 105.043))**2 = 0.02133 HF=L*SF = ( 52.39)* (0.02133) = 1.117 NODE 1620.00 : HGL = < 294.527>;EGL= < 295.697>;FLOWLINE= < 291.770> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1620.00 FLOWLINE ELEVATION = 291.77 ASSUMED UPSTREAM CONTROL HGL = 293.18 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 519-235-5471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1625.9 TO DESILT * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY1525_9.DAT TIME/DATE OF STUDY: 13:37 09/14/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1625.90- 1.17 194.93 0.64* 300.90 } FRICTION 1630.00- 1.17 DC 194.93 0.64* 302.50 } FRICTION+BEND 1634.00- 1.17 Dc 194.93 0.58* 337.22 } JUNCTION 1634.90- 1.17 Dc 194.93 0.43* 510.12 } FRICTION 1632.00- 1.17 DC 194.93 0.75* 247.81 } JUNCTION 1632.90- 1.17 DC 194.93 0.84* 227.08 } FRICTION 1635.00- 1.17*Dc 194.93 1.17*Dc 194.93 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1525.90 FLOWLINE ELEVATION = 275.53 PIPE FLOW = 12.08 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 275.570 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.04 FT.) IS LESS THAN CRITICAL DEPTH( 1.17 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1625.90 : HGL = < 276.171>;EGL= < 278.455>;FLOWLINE= < 275.530> ****************************************************************************** FLOW PROCESS FROM NODE 1625.90 TO NODE 1630.00 IS CODE = 1 UPSTREAM NODE 1630.00 ELEVATION = 275.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 12.08 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 7.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) CRITICAL DEPTH(FT) 1.17 0.64 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.538 12 .229 2.962 302.50 1.522 0.638 12.211 2.955 302.12 3 .105 0.639 12.194 2.949 301.75 4.757 0.640 12 .176 2 .943 301.37 6.482 0.640 12.158 2 .937 301.00 7.000 0.641 12.153 2.936 300.90 NODE 1630.00 : HGL = < 276.438>;EGL= < 278.762>;FLOWLINE= < 275.800> ****************************************************************************** FLOW PROCESS FROM NODE 1525.90 TO NODE 1634.00 IS CODE = 3 UPSTREAM NODE 1634.00 ELEVATION = 277.48 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 12.08 CFS CENTRAL ANGLE = 29.330 DEGREES PIPE DIAMETER = 30.00 INCHES MANNING'S N = 0.01300 PIPE LENGTH = 46.08 FEET NORMAL DEPTH(FT) 0. 66 CRITICAL DEPTH(FT) = 1.17 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.58 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 000 0 584 13 845 3 562 337 22 1 810 0 587 13 739 3 520 334 91 3 581 0 591 13 634 3 479 332 53 5 520 0 594 13 531 3 438 330 39 7 633 0 597 13 429 3 399 328 18 9 726 0 600 13 328 3 360 326 01 11 909 0 603 13 229 3 322 323 86 14 191 0 606 13 131 3 .286 321 75 15 584 0 610 13 034 3 249 319 57 19 100 0 613 12 939 3 .214 317 62 21.757 0 616 12.845 3 .179 315.60 24.573 0 519 12.752 3 .146 313.61 27 .573 0 622 12.660 3 .113 311.54 30.785 0 625 12.569 3 .080 309.71 34.248 0 629 12.480 3 .049 307.80 38.008 0 532 12.391 3 .018 305.93 42 .130 0 635 12.304 2 .987 304.07 46.080 0 638 12 .229 2.962 302.50 1634.00 HGL = < 278 064>;EGL= < 281.042>;FLOWLINE= < 277.480> ****************************************************************************** FLOW PROCESS FRQM NODE 1634.00 TO NODE 1634.90 IS CODE = 5 UPSTREAM NODE 1634.90 ELEVATION = 277.83 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION 'DEPTH(FT.) (FT/SEC) UPSTREAM 12.08 30.00 46.33 277.83 1.17 21.530 DOWNSTREAM 12.08 30.00 - 277.48 1.17 13.849 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.21088 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06049 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.13569 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.543 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS) + (FRICTION LOSS) +('ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.872)+( 0.543)+( 0.000) = 4.414 NODE 1634.90 : HGL = < 278.259>;EGL= < 285.457>;FLOWLINE= < 277.830> ****************************************************************************** FLOW PROCESS FROM NODE 1634.90 TO NODE 1632.00 IS CODE = 1 UPSTREAM NODE 1632.00 ELEVATION = 288.64 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = 12.08 CFS 40.00 FEET PIPE DIAMETER = 30.00 MANNING'S N = 0 INCHES .01300 NORMAL DEPTH(FT) 0.40 CRITICAL DEPTH(FT ) = 1.17 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.76 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.249 0.523 0.826 1.161 1.532 FLOW DEPTH (FT) 0.763 0.749 0.734 0.720 0.706 0. 691 VELOCITY (FT/SEC) 9.517 9.771 10.038 10.318 10.612 10.921 SPECIFIC ENERGY(FT) 2 .171 2 .232 2 .300 2 .374 2 .455 2 .545 PRESSURE+ MOMENTUM(POUNDS) 247.81 252.54 257.78 263.27 269.13 275.57 1.944 0 677 11 247 2 643 282 . 02 2 .401 0 663 11 591 2 750 289 .12 2 .911 0 648 11 953 2 868 296 .69 3 .481 0 634 12 337 2 999 304 .77 4.121 0 619 12 742 3 142 313 .40 4 . 841 0 605 13 171 3 301 322 .62 5 . 657 0 591 13 627 3 476 332 .47 6 .584 0 575 14 111 3 670 343 . 03 7 . 646 0 562 14 625 3 885 354 .33 8.870 0 548 15 175 4 125 365 .45 10.295 0 533 15 760 4 393 379 .47 11.973 0 519 16 387 4 691 393 .46 13 .974 0 505 17 058 5 025 408 .53 15.407 0 490 17 778 5 401 424 .78 19.436 0 476 18 553 5 824 442 .32 23 .337 0 461 19 388 6 .302 461 .31 28.632 0 447 20 291 6 .844 481 .90 36.488 0 433 21 268 7 .461 504 .27 40.000 0 429 21 523 7 .627 510 .12 1632.00 HGL = < 289 403>;EGL= < 290.811>;FLOWLINE= < 288. 640> ****************************************************************************** FLOW PROCESS FROM NODE 1632.00 TO NODE 1632.90 IS CODE = 5 UPSTREAM NODE 1632.90 ELEVATION = 288.97 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 12.08 30.00 0.00 288.97 1.17 8.352 DOWNSTREAM 12.08 30.00 - 288.64 ' 1.17 9.520 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01474 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02114 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01794 JUNCTION LENGTH = 2.50 FEET FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.039)+( 0.045)+( 0.000) = 0.084 NODE 1632.90 : HGL = < 289.809>;EGL= < 290.894>;FLOWLINE= < 288.970> ****************************************************************************** FLOW PROCESS FROM NODE 1632.90 TO NODE 1635.00 IS CODE = 1 UPSTREAM NODE 1635.00 ELEVATION = 289.67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW 12.08 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 35.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.77 CRITICAL DEPTH(FT) = 1.17 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.17 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.027 0.110 0.256 0. 471 0 .762 1.139 1. 612 2.192 2 . 894 3 .735 4 .735 5 .920 7 .321 8 .978 10.941 13 .278 15.080 19.475 23 .650 28.895 35.000 FLOW DEPTH (FT) .166 .150 .135 .119 1.103 1.088 1.072 1.056 1.041 1.025 1.009 0.994 0.978 0.962 0. 947 0.931 0.915 0.900 0.884 0. 868 0. 853 0. 839 VELOCITY (FT/SEC) 5.381 5.476 5.575 5 . 677 5 .783 5.892 5.006 6.124 6, 6 . 6 . 6. 6. 6. 7. 7. ,247 ,374 ,505 ,643 .786 .935 .090 .251 7 .420 7 .595 7.779 7 .971 8.172 8.360 SPECIFIC ENERGY(FT) 1.616 1. 616 1. 617 1.620 1. 623 1.627 1.632 639 647 656 667 679 693 709 728 1.748 1.771 1.796 1.824 1.855 1.890 1.924 PRESSURE+ MOMENTUM(POUNDS) 194.93 194.98 195.16 195.45 195.87 196.41 197.09 197.91 198.86 199.97 201.23 202.65 204.24 206.00 207.95 210.08 212.42 214.96 217.72 220.72 223.95 227.08 NODE 1635.00 : HGL = < 290.836>;EGL= < 291.286>;FLOWLINE= < 289.670> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1635.00 FLOWLINE ELEVATION = 289.67 ASSUMED UPSTREAM CONTROL HGL = 290.84 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS m ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD.LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1640.7 UPSTREAM TO INLET * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY1640_7.DAT TIME/DATE OF STUDY: 10:23 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1540.70- 2.05* 166.35 0.43 101.47 } FRICTION 1555.00- 0.82*Dc 62.76 0.82*Dc 62.76 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1640.70 FLOWLINE ELEVATION = 274.88 PIPE FLOW = 4.58 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 27 6.93 0 FEET NODE 1640.70 : HGL = < 275.930>;EGL= < 277.034>;FLOWLINE= < 274.880> ****************************************************************************** FLOW PROCESS FROM NODE 1540.70 TO NODE 1655.00 IS CODE = 1 UPSTREAM NODE 1655.00 ELEVATION = 275.19 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.58 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0.013 00 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.05 PRESSURE FLOW PROFILE COMPUTED IISrFORMATION DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) E]>JERGY (FT) MOMENTUM(POUNDS) 0 .000 2 . 050 2 . 592 2 154 166 .35 2 .221 1. 500 2 . 592 1 604 105 .71 NORMAL DEPTH(FT) = 0 .30 CRITICAL DEPTH(FT) 0.82 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 2 .221 1. 500 2. 591 1 604 105 .71 2 .327 1. 473 2 . 602 1 578 102 .81 2 .430 1. 446 2 . 621 1 552 100 .02 2 .531 1. 419 2 . 647 1 527 97 .30 2 . 631 1. 391 2 . 577 1 503 94 .66 2 .728 1. 364 2 . 713 1 479 92 .10 2 .824 1. 337 2 . 752 1 455 89 .61 2 .918 1. 310 2 . 797 1 432 • 87 .21 3 . Oil 1. 283 2 . 845 1 409 84 . 89 3 .101 1. 256 2. 898 1 386 82 .66 3 .190 1. 229 2 . 955 1 364 80 . 52 3 .276 1. 202 3 . 017 1 343 78 .47 3 .360 1. 174 3 . 085 1 322 76 .53 3 .441 1. 147 3 . 157 1 302 74 . 69 3 .519 1. 120 3 . 235 1 283 72 . 95 3 .595 1. 093 3 . 319 1 264 71 .33 3 . 655 1. 066 3 . 409 1 246 69 . 83 3 .734 1. 039 3 . 507 1 230 58 .45 3 .797 1. 012 3 . 611 1 214 57 .20 3 . 855 0. 984 3 . 724 1 200 66 . 09 3 .907 0 . 957 3 . 846 1 187 65 .12 3 .952 0. 930 3 . 977 1 176 64 .31 3 .990 0. 903 4 . 119 1 167 63 . 55 4 . 019 0 . 876 4 . 273 1 160 63 .17 4 . 038 0. 849 4. 440 1 155 62 . 87 4 . 044 0. 822 4. 621 1 153 62 . 76 5 .250 0. 822 4. 621 1 153 52 .76 NODE 1655.00 : HGL — < 277 . 012>;EGL= < 277.343>;FLOWLINE= < 276. 190> ****************************************************************************** UPSTREAM PIPE FL OW CONTROL DATA: NODE NUMBER = 1555 . 00 FLOWLINE ELEVATION = 276.19 ASSUMED UPSTREAM CONTROL HGL 277.01 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1640.8 UPSTREAM TO INLET * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY1640_8.DAT TIME/DATE OF STUDY: 10:31 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1640.80- 2.05* 151.76 0.39 44.67 } FRICTION 1670.00- 0.63*Dc 32.72 0.63*Dc 32.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1540.80 FLOWLINE ELEVATION = 274.88 PIPE FLOW = 2.77 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 276.930 FEET NODE 1540.80 : HGL = < 276.930>;EGL= < 275.968>;FLOWLINE= < 274.880> ****************************************************************************** FLOW PROCESS FROM NODE 1540.80 TO NODE 1670.00 IS CODE = 1 UPSTREAM NODE 1670.00 ELEVATION = 276.44 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.77 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 43.25 FEET MANINTING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.05 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2 . 050 1.567 2 . 088 151.76 15.548 1.500 1.567 1.538 91.12 NORMAL DEPTH(FT) = 0.38 CRITICAL DEPTH(FT) = 0.63 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 15 548 1 500 1 567 1 538 91 12 15 516 1 465 1 576 1 504 87 35 17 472 1 431 1 594 1 470 83 65 18 419 1 395 1 516 1 436 80 03 19 360 1 361 1 643 1 403 76 49 20 294 1 325 1 675 1 370 73 04 21 220 1 292 1 711 1 337 69 69 22 140 1 257 1 751 1 305 66 44 23 052 1 222 1 795 1 272 63 30 23 955 1 187 1 846 1 240 60 26 24 849 1 153 1 900 1 209 57 35 25 732 1 118 1 951 1 178 54 57 26 603 1 083 2 027 1 147 51 91 27 460 1 048 2 099 1 117 49 39 28 300 1 014 2 179 1 087 47 01 29 121 0 979 2 257 1 059 44 78 29 919 0 944 2 364 1 031 42 70 30 690 0 909 2 470 1 004 40 79 31 428 0 875 2 588 0 979 39 05 32 125 0 840 2 719 0 955 37 49 32 775 0 805 2 855 0 933 35 13 33 362 0 771 3 028 0 913 34 96 33 872 0 736 3 211 0 896 34 02 34 283 0 701 3 418 0 883 33 32 34 563 0 666 3 552 0 874 32 87 34 559 0 532 3 918 0 870 32 72 43 250 0 632 3 918 0 870 32 72 NODE 1670.00 : HGL = < 277.072>;EGL= < 277.310>;FLOWLINE= < 276.440> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1670.00 FLOWLINE ELEVATION = 276.44 ASSUMED UPSTREAM CONTROL HGL = 277.07 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1674.8 TO DESILT * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\HYDRO\SY1674_8.DAT TIME/DATE OF STUDY: 10:23 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1674.80- 2.45 543.16 0.78* 691.86 } FRICTION 1674.70- 2.11 505.40 0.79* 688.48 } FRICTION+BEND 1674.60- 1.45 Dc 436.59 0.84* 640.70 } FRICTION 1685.00- 1.45*Dc 436.59 1.45*Dc 436.59 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1674.80 FLOWLINE ELEVATION = 271.06 PIPE FLOW = 18.01 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 273.510 FEET NODE 1674.80 : HGL = < 271.844>;EGL= < 277.607>;FLOWLINE= < 271.060> ****************************************************************************** FLOW PROCESS FROM NODE 1674.80 TO NODE 1674.70 IS CODE = 1 UPSTREAM NODE 1674.70 ELEVATION = 271.52 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH 18.01 CFS PIPE DIAMETER = 18.00 INCHES 4.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) 1.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.79 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0 .788 19.156 6.489 688.48 1.506 0 .786 19.196 6.512 689.80 3 .081 0 .785 19.236 6.535 691.12 4.000 0 .784 19.259 6 .547 691.86 NODE 1674.70 : HGL = < 272.308>;EGL= < 27 8.009>;FLOWLINE= < 271.520> ****************************************************************************** FLOW PROCESS FROM NODE 1674.70 TO NODE 1674.60 IS CODE = 3 UPSTREAM NODE 1674.60 ELEVATION = 275.23 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 18.01 CFS PIPE DIAMETER = 1 3.00 INCHES CENTRAL ANGLE = 20.360 DEGREES MANNING'S N = 0 01300 PIPE LENGTH = 31.97 FEET NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) 1.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) ( FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0 .839 17.697 5.706 640 .70 1.341 0 .836 17.787 5.752 643.63 2 .750 0 .832 17.878 5.799 646.59 4 .232 0 .829 17.971 5.847 649.59 5.796 0 .826 18.064 5.895 652.62 7.447 0 .822 18.158 5.945 655.69 9.197 0 .819 18.253 5.995 658.80 11.055 0 .815 18.349 6.046 661.95 13.034 0 .812 18.446 6.099 665.13 15.149 0 .808 18.544 6.152 668.35 17 .417 0 .805 18.644 6.206 671.61 19.860 0 .801 18.744 6.260 674.91 22.503 0 .798 18.846 6.316 678.25 25 .379 0 .794 18.949 6.373 681.63 28.529 0 .791 19.053 6.431 685.05 31.970 0 .788 19.156 6.489 688.48 NODE 1674.60 : HGL = < 276.069>;EGL= < 280.936>;FLOWLINE= < 275.230> ****************************************************************************** FLOW PROCESS FROM NODE 1674.60 TO NODE 1685.00 IS CODE = = 1 UPSTREAM NODE 1685.00 ELEVATION = 280.34 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 18.01 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 44 . 02 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 0.75 CRITICAL DEPTH(FT) 1.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 1 .451 10 290 3 096 436. 59 0 . 044 1 .423 10 389 3 100 437. 02 0 .169 1 .395 10 510 3 112 438. 24 0 .371 1 .367 10 650 3 130 440. 18 0 .649 1 .340 10 810 3 155 442 . 80 1 .006 1 .312 10 987 3 187 446. 11 1 .448 1 .284 11 182 3 226 450. 09 1 .981 1 .256 11 396 3 273 454. 78 2 .616 1 .228 11 629 3 329 460. 18 3 .365 1 .200 11 881 3 393 466 . 33 4 .243 1 .172 12 155 3 467 473 . 27 5 .269 1 .144 12 450 3 552 481. 03 6 .466 1 .116 12 769 3 650 489. 68 7 .866 1 .088 13 114 3 760 499 . 27 9 .506 1 .060 13 485 3 885 509. 87 11 .437 1 .032 13 885 4 028 521. 55 13 .726 1 .004 14 317 4 189 534. 41 16 .465 0 .976 14 784 4 372 548. 54 19 .782 0 .948 15 288 4 580 564. 06 23 . 867 0 .920 15 834 4 816 581. 11 29 .016 0 .893 16 426 5 085 599. 84 35 .724 0 .865 17 069 5 392 620. 41 44 . 020 0 .839 17 697 5 706 640. 70 NODE 1685.00 : HGL = < 281.791>;EGL= < 283.436>;FLOWLINE= < 280.340> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1685.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 280.34 281.79 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-5471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 16 88 TO CDS UNIT * * lOO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SYS1688.DAT TIME/DATE OF STUDY: 08:59 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1688.00- 2.98 2660.08 0.92* 8346.20 } FRICTION 1689.00- 2.98 Dc 2650.08 0.89* 8679.06 } FRICTION 1590.00- 2.98*Dc 2660.08 2.98*Dc 2650.08 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NU]y[BER = 1688.00 FLOWLINE ELEVATION = 197.53 PIPE FLOW = 92.75 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19 8.500 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.97 FT.) IS LESS THAN CRITICAL DEPTH( 2.9 8 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1688.00 : HGL = < 198.447>;EGL= < 231.551>;FLOWLINE= < 197.530> ****************************************************************************** FLOW PROCESS FROM NODE 1688.00 TO NODE 1689.00 IS CODE = 1 UPSTREAM NODE 1689.00 ELEVATION = 197.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.75 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 7.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.65 CRITICAL DEPTH(FT) = 2.9 8 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.891 48.027 36.730 8579.06 7.000 0.917 46.158 34.021 8346.20 NODE 1689.00 : HGL = < 198.491>;EGL= < 234.330>;FLOWLINE= < 197.500> ****************************************************************************** FLOW PROCESS FROM NODE 1689.00 TO NODE 1690.00 IS CODE = 1 UPSTREAM NODE 1590.00 ELEVATION = 252.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.75 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 153.00 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) = 0.89 CRITICAL DEPTH(FT) 2.9 3 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.98 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2 .980 10 .622 4 .733 2660 .08 0 .014 2 . 897 10 . 890 4 .739 2663 .27 0 . 060 2 . 813 11 .188 4 .758 2673 .03 0 .139 2 .729 11 .518 4 .791 2689 76 0 .258 2 .646 11 882 4 .840 2713 94 0 .422 2 .552 12 .284 4 .907 2746 15 0 .638 2 .479 12 727 4 .995 2787 05 0 .915 2 .395 13 214 5 .108 2837 47 1 .263 2 .312 13 752 5 .250 2898 32 1 .696 2 .228 14 346 5 426 2970 71 2 .231 2 .145 15 004 5 642 3055 94 2 .889 2 .061 15 733 5 907 3155 55 3 .698 1 .977 16 544 6 230 3271 40 4 .693 1 .894 17 449 6 625 3405 69 5 .922 1 . 810 18 463 7 107 3561 10 7 .447 1 .727 19 605 7 699 3740 90 9 354 1 . 643 20 896 8 428 3949 12 11 757 1 .560 22 364 9 331 4190 75 14 851 1 .476 24 045 10 459 4472 10 18 904 1 .393 25 983 11 882 4801 17 24 322 1 .309 28 235 13 696 5188 30 31 845 1 .226 30 878 16 040 5647 07 42 865 1 142 34 012 19 115 5195 56 60 552 1 058 37 774 23 228 6858 40 95 144 0 975 42 354 28 848 7659 88 153 000 0 891 48 027 36 730 8679 06 NODE 1690.00 : HGL = < 264.980>;EGL= < 266.733>;FLOWLINE= < 252.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1590.00 FLOWLINE ELEVATION = 262.00 ASSUMED UPSTREAM CONTROL HGL = 2 54.98 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced.Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY *************************'5t * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1690.7 UPSTREAM (LATERAL) * * 1OO-YEAR STORM EVENT * ************************************************************************** FILENAME: SY1690_7.DAT TIME/DATE OF STUDY: 09:43 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM (POUIvIDS) DEPTH (FT) MOMENTUM (POUNDS) 1690.70- 4.60* 486.39 0.54 200.46 } FRICTION 1590.00- 2.54* 259.36 1.05 Dc 120.95 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1690.70 FLOWLINE ELEVATION = 263.50 PIPE FLOW = 7.51 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 2 5 8.100 FEET NODE 1690.70 : HGL = < 258,100>;EGL= < 268.380>;FLOWLINE= < 253.500> ****************************************************************************** FLOW PROCESS FROM NODE 1590.70 TO NODE 1590.00 IS CODE = 1 UPSTREAM NODE 1590.00 ELEVATION = 265.61 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.51 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 10.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 7.51)/( 105.041))**2 = 0.00511 HF=L*SF = ( 10.00)* (0.00511) = 0.051 NODE 1590.00 : HGL = < 268.151>;EGL= < 268.432>;FLOWLINE= < 265,510> *********************************************************^^.^^.^^^^^^^^^^^^^^^^^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1590.00 FLOWLINE ELEVATION = 265.51 ASSUMED UPSTREAM CONTROL HGL = 265.67 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1590.8 UPSTREAM * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY169 0_8.DAT TIME/DATE OF STUDY: 09:37 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM{POUNDS) 1590.80- 5.10* 1537.43 1.39 730.53 } FRICTION 1705.00- 4.64* 1395.87 1.62 570.24 } JUNCTION 1705.90- 4.83* 1299.99 0.94 635.58 } FRICTION 1720.00- 4.06* 1054.70 0.90 660.80 } JUNCTION 1720.90- 4.02* 963.48 0.58 659.29 } FRICTION } HYDRAULIC JUMP 1715.00- 1.40*Dc 305.51 1.40*Dc 305.51 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS, JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1590.80 FLOWLINE ELEVATION = 253.00 PIPE FLOW = 30.12 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 258.100 FEET NODE 1590.80 : HGL = < 268.100>;EGL= < 268.685>;FLOWLINE= < 263.000> ****************************************************************************** FLOW PROCESS FROM NODE 1590.80 TO NODE 1705.00 IS CODE = 1 UPSTREAM NODE 1705.00 ELEVATION = 263.57 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 30.12 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 30.12)/( 410.168))**2 = 0.00539 HF=L*SF = ( 20.00)* (0.00539) = 0.108 NODE 1705.00 : HGL = < 258.208>;EGL= < 258.792>;FLOWLINE= < 263.570> ****************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1705.90 IS CODE = 5 UPSTREAM NODE 1705.90 ELEVATION = 263.90 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT,) (FT/SEC) UPSTREAM 22.70 30.00 0.00 263.90 1.52 4.524 DOWNSTREAM 30.12 30.00 - 263.57 1.87 6.136 LATERAL #1 7.42 24.00 90.00 254.07 0.97 2.362 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00306 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00539 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00423 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.253) +( 0.017) + ( 0.000) = 0.270 NODE 1705.90 : HGL = < 268.730>;EGL= < 259.052>;FLOWLINE= < 263.900> ****************************************************************************** FLOW PROCESS FROM NODE 1705.90 TO NODE 1720.00 IS CODE = 1 UPSTREAM NODE 1720.00 ELEVATION = 254.76 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.7 0 CFS PIPE DIAMETER = 3 0.00 INCHES PIPE LENGTH = 30.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 22.70)/( 410.163))**2 = 0.00305 HF=L*SF = ( 30.00)* (0.00306) = 0.092 NODE 1720.00 : HGL = < 258.822>;EGL= < 269.154>;FLOWLINE= < 264.760> ****************************************************************************** FLOW PROCESS FROM NODE 1720.00 TO NODE 1720.90 IS CODE = 5 UPSTREAM NODE 1720.90 ELEVATION = 255.10 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 17.07 30.00 0.00 265.10 1,40 3.477 DOWNSTREAM 22.70 30.00 - 254.75 1.62 4.524 LATERAL #1 5.63 18.00 90.00 255.75 0.92 3.185 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 0. 00 0 . 000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00173 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00305 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00240 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.144)+( 0.010)+( 0.000) = 0.154 NODE 1720.90 : HGL = < 269.120>;EGL= < 269.308>;FLOWLINE= < 265.100> ***************************************************************************^^^ FLOW PROCESS FROM NODE 1720.90 TO NODE 1715.00 IS CODE = 1 UPSTREAM NODE 1715.00 ELEVATION = 275.62 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.07 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 72.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.54 CRITICAL DEPTH(FT) = 1.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.40 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0 . 000 0.011 0.045 0.105 0.195 0.320 0 .485 0.696 0.950 1.288 1.689 2.179 2.774 3 . 497 4.378 5.452 6.773 8 .408 10.459 13.072 16.480 21.072 27.587 37.685 55.716 FLOW DEPTH (FT) 1.397 1.363 1.329 1.295 1.261 1.227 1.193 1.159 1.124 1. 090 1.056 1.022 0.988 0.954 0.920 0.886 0.852 0.817 0.783 0.749 0.715 0 . 581 0.647 0.513 0.579 VELOCITY (FT/SEC) 6.048 6.235 5.435 5.649 6 . 877 7.122 7.384 7.667 7.971 8 . 299 8.654 9 . 040 9.459 9.916 10.415 10.963 11.556 12.233 12.973 13.798 14.722 15.762 16.940 18.284 19 . 827 SPECIFIC ENERGY(FT) 1.966 1. 1. .967 ,972 1.982 1. 2 . 2 . 2 . 2. 2 . .996 . 015 .040 . 072 .112 .160 2 .220 2 .292 2.378 2.481 2.605 2 .753 2.930 3 .143 3 .398 3 .707 4.083 4.541 5.106 5 . 807 6 . 587 PRESSURE+ MOMENTUM(POUNDS) 305.51 305.90 306.78 308.29 310.48 313.38 317.06 321.58 327.00 333.40 340 . 87 349.51 359.44 370.81 383.76 398.50 415.24 434.25 455.85 480.42 508.44 540.48 577.25 619.55 658.81 72.000 0.578 19.842 6.696 669.29 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.02 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) 0.000 4.020 3.477 4.208 9.504 2.500 3.477 2.688 PRESSURE+ MOMENTUM(POUNDS) 963.48 497.92 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 9.604 9.873 10.134 10.389 10.640 10.886 11.128 11.365 11.597 11.824 12.045 12.253 12.473 12.675 12.872 13.060 13.238 13.405 13.563 13.706 13.835 13.948 FLOW DEPTH (FT) 2.500 2.456 2.412 .368 ,324 ,279 ,235 ,191 2.147 2.103 2.059 ,015 ,971 ,927 , 882 ,838 1.794 1.750 14.041 14.112 14.157 14.174 72.000 ,705 ,662 , 618 ,574 ,530 .485 1. 441 1.397 1.397 VELOCITY SPECIFIC PRESSURE+ (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 3.476 2.588 497.92 3.490 2.645 484.88 3.516 2.604 472.31 3.549 2.563 460.10 3.588 2.524 448.25 .634 2.485 435.74 ,685 2.446 425.60 ,742 2.409 414.83 ,804 2.372 404.44 .872 2.336 394.45 3.946 2.301 384.87 4.025 2.257 375.72 4.111 2.233 367.02 ,204 2.201 358.79 ,304 2.170 351.04 ,411 2.141 343.80 ,526 2.112 337.09 4.549 2.086 330.93 4.782 2.061 325.36 4.925 2.039 320.40 2.018 316.09 2.001 312.46 1.986 309.55 1.975 307.40 1.968 306.07 1.966 305.61 1.966 305.61 . 078 .243 . 422 . 614 , 822 6.048 6 . 048 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 6.07 FEET UPSTREAM OF NODE 1720.90 DOWNSTREAM DEPTH = 3.059 FEET, UPSTREAM CONJUGATE DEPTH = 0.578 FEET NODE 1715.00 HGL = < 278.017>;EGL= < 278.586>;FLOWLINE= < 276.620> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1715.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 276.62 278.02 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ************ ****************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL ^ * PROPOSED CONDITIONS - CDS UNIT AT 1690.9 UPSTREAM ' * 100-YEAR STORM EVENT ' ************************************************************************** FILE NAME: C:\HYDRO\SY1690_9-DAT TIME/DATE OF STUDY: 11:17 10/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 1690.90- } 1691.00- } 1692.00- } 1674.00- } 1674.90- } 1675.00- } 1675.90- } 1640.00- } 1640.90- } 1625.00-} 1625.80- } 1624.00- } 1620.00- } 1610.00- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 5.73* 2750.26 FRICTION 5.37* 2589.34 FRICTION+BEND 3 . 87* FRICTION JUNCTION FRICTION MANHOLE 2.66 FRICTION+BEND 2.14*Dc JUNCTION 2 .70 FRICTION 1.98*Dc JUNCTION 3.78 FRICTION+BEND 1.91 FRICTION 1.77 Dc FRICTION 1.77*Dc 1929.36 } HYDRAULIC JUMP 2.44*Dc 1443.04 3.17* 1233.36 3.10* 1212.29 1075 .25 983.60 896 .26 767.20 935.70 576.67 570.23 570.23 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 1.57 1826.08 1.54 1855.62 1.55 1845.30 2.44*Dc 1443.04 1.47 1171.31 1.48 1168.78 1.61* 1095.14 2.14*Dc 983.60 1.36* 913.56 1.98*Dc 767.20 0.86* 978.25 0.87* 969.54 0.89* 941.96 1.77*Dc 570.23 } JUNCTION 1610.90- 2.15* 289.58 0.91 240.99 } FRICTION } HYDRAULIC JUMP 1606.00- 1.27 DC 207.71 0.93* 236.09 } FRICTION 1607.00- 1.27 DC 207.71 1.07* 216.23 } FRICTION+BEND 1605.00- 1.27*Dc 207.71 1.27*Dc 207.71 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1690.90 FLOWLINE ELEVATION = 262.37 PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 268.100 FEET NODE 1690.90 : HGL = < 268.100>;EGL= < 269.103>;FLOWLINE= < 262.370> ****************************************************************************** FLOW PROCESS FROM NODE 1690.90 TO NODE 1691.00 IS CODE = 1 UPSTREAM NODE 1691.00 ELEVATION = 262.93 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD ) : PIPE FLOW 56.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 26.91 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 56.80)/ ( 666.975))**2 = 0 00725 HF=L*SF = ( 26 91)*(0.00725) 0.195 NODE 1691.00 : HGL = < 268.295>;EGL= < 269.298>;FLOWLINE= < 262.930> ****************************************************************************** FLOW PROCESS FROM NODE 1691.00 TO NODE 1692.00 IS CODE = 3 UPSTREAM NODE 1692.00 ELEVATION = 265.23 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 86.39 FEET BEND COEFFICIENT(KB) = 0.17678 FLOW VELOCITY = 8.04 FEET/SEC. VELOCITY HEAD = 1.003 FEET HB=KB*(VELOCITY HEAD) = ( 0.177)*( 1.003) = 0.177 SF=(Q/K)**2 = (( 56.80)/( 666.977))**2 = 0.00725 HF=L*SF = ( 86.39)*(0.00725) = 0.627 TOTAL HEAD LOSSES = HB + HF = ( 0.177)+( 0.627) = 0.804 NODE 1692.00 : HGL = < 269.099>;EGL= < 270.102>;FLOWLINE= < 265.230> ****************************************************************************** FLOW PROCESS FROM NODE 1692.00 TO NODE 1674.00 IS CODE = 1 UPSTREAM NODE 1674.00 ELEVATION = 270.31 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH 178.07 FEET MANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.51 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.44 2.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM(POUNDS) 0 .000 2 .442 9 216 3 762 1443 .04 0 .062 2 .405 9 350 3 763 1443 .54 0 .255 2 .367 9 491 3 767 1445 05 0 .591 2 .330 9 640 3 774 1447 .60 1 .083 2 .292 9 797 3 784 1451 25 1 .749 2 .255 9 962 3 797 1456 02 2 .606 2 .218 10 136 3 814 1461 97 3 .678 2 .180 10 319 3 835 1469 14 4 .992 2 .143 10 511 3 859 1477 59 6 .578 2 .106 10 713 3 889 1487 37 8 .474 2 .068 10 926 3 923 1498 55 10 .729 2 .031 11 150 3 962 1511 20 13 .398 1 .993 11 385 4 007 1525 39 16 .552 1 .956 11 634 4 059 1541 21 20 .282 1 .919 11 895 4 117 1558 73 24 .704 1 .881 12 171 4 183 1578 06 29 .972 1 .844 12 461 4 257 1599 31 36 .294 1 .806 12 768 4 339 1622 58 43 .964 1 .769 13 092 4 432 1648 01 53 .412 1 .732 13 434 4 536 1675 73 65 .305 1 .694 13 797 4 652 1705 90 80 .764 1 .657 14 181 4 781 1738 69 101 .889 1 .620 14 587 4 926 1774 27 133 .402 1 .582 15 019 5 087 1812 85 178 .070 1 .553 15 376 5 226 1845 30 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 3.87 DISTANCE FROM CONTROL(FT) 0. 000 40.840 PRESSURE HEAD(FT) 3.869 3 .000 VELOCITY (FT/SEC) 8.036 8.036 SPECIFIC ENERGY(FT) 4.872 4.003 PRESSURE+ MOMENTUM(POUNDS) 1929.36 1546,11 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 40.840 41.777 FLOW DEPTH VELOCITY (FT) (FT/SEC) 3.000 8.033 2.978 8.042 SPECIFIC ENERGY(FT) 4.003 3 .983 PRESSURE+ MOMENTUM(POUNDS) 1546.11 1537.23 42 614 2 .955 8 058 3 .964 1529 .16 43 393 2 .933 8 078 3 .947 1521 . 64 44 123 2 .911 8 103 3 .931 1514 .57 44 812 2 .888 8 131 3 .916 1507 .90 45 464 2 .866 8 162 3 .901 1501 .61 46 080 2 . 844 8 196 3 . 887 1495 .66 46 664 2 .821 8 232 3 .874 1490 . 06 47 217 2 .799 8 271 3 .862 1484 .78 47 739 2 .777 8 313 3 .851 1479 .81 48 230 2 .754 8 357 3 840 1475 .17 48 692 2 .732 8 403 3 829 1470 .83 49 124 2 .710 8 452 3 820 1466 80 49 526 2 .688 8 503 3 811 1463 08 49 898 2 .665 8 556 3 803 1459 .67 50 239 2 .643 8 612 3 795 1456 57 50 548 2 .621 8 669 3 788 1453 78 50 826 2 .598 8 729 3 782 1451 30 51 071 2 .576 8 792 3 777 1449 14 51 281 2 .554 8 857 3 772 1447 30 51 457 2 .531 8 924 3 769 1445 78 51 596 2 .509 8 993 3 766 1444 59 51 698 2 .487 9 065 3 763 1443 73 51 760 2 .464 9 139 3 762 1443 21 51 781 2 .442 9 216 3 762 1443 04 178 070 2 .442 9 216 3 762 1443 04 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 9.71 FEET UPSTREAM OF NODE 1692.00 | I DOWNSTREAM DEPTH = 3.662 FEET, UPSTREAM CONJUGATE DEPTH = 1.559 FEET j NODE 1674.00 : HGL = < 272.752>;EGL= < 274.072>;FLOWLINE= < 270.310> ****************************************************************************** FLOW PROCESS FROM NODE 1674.00 TO NODE 1674.90 IS CODE = 5 UPSTREAM NODE 1674.90 ELEVATION = 270.34 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 40.40 30.00 0.00 270.34 2.14 8.230 DOWNSTREAM 56.80 36.00 - 270.31 2.44 9.218 LATERAL #1 16.41 18.00 70.00 271.81 1.43 9.442 LATEIAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00970 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00734 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00852 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.013 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.480)+( 0.013)+( 0.000) = 0.493 NODE 1674.90 : HGL = < 273.513>;EGL= < 274.565>;FLOWLINE= < 270.340> ******************************************************************** FLOW PROCESS FROM NODE 1674.90 TO NODE 1675.00 IS CODE = 1 UPSTREAM NODE 1675.00 ELEVATION = 270.45 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.40 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 4.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 40.40)/( 410.179))**2 = 0.00970 4.25)*(0.00970) = 0.041 HF=L*SF ( NODE 1675.00 : HGL = < 273.554>;EGL= < 274.606>;FLOWLINE= < 270.450> ****************************************************************************** FLOW PROCESS FROM NODE 1675.00 TO NODE 1675.90 IS CODE = 2 UPSTREAM NODE 1675.90 ELEVATION = 270.95 (FLOW IS UNDER PRESSURE) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) 30.00 INCHES CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 40.40 CFS PIPE DIAMETER AVERAGED VELOCITY HEAD = 1.668 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 1.668) = 0.083 NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS NODE 1675.90 : HGL = < 272.555>;EGL= < 274.840>;FLOWLINE= < 270.950> ****************************************************************************** FLOW PROCESS FROM NODE 1675.90 TO NODE 1640.00 IS CODE = 3 UPSTREAM NODE 1640.00 ELEVATION = 273.88 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 40.40 CFS CENTRAL ANGLE = 28.650 DEGREES PIPE LENGTH = 159.51 FEET PIPE DIAMETER = 30.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.58 CRITICAL DEPTH(FT) 2.14 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.14 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2.137 9 037 3 406 983 . 60 0 .063 2 .115 9 118 3 407 983 . 76 0 .259 2.093 9 203 3 409 984. 25 0 .596 2 . 071 9 291 3 412 985. 07 1 .088 2.048 9 382 3 416 986. 23 1 .746 2.026 9 478 3 422 987 . 74 2 .586 2.004 9 577 3 429 989. 59 3 .629 1.981 9 679 3 437 991. 81 4 .895 1.959 9 786 3 447 994. 40 6 .411 1.937 9 897 3 459 997. 37 8 .209 1.915 10 012 3 472 1000. 73 10 .327 1.892 10 131 3 487 1004. 49 12 .814 1.870 10 254 3 504 1008. 66 15 .728 1.848 10 383 3. 523 1013. 26 19 .144 1.826 10 515 3. 544 1018. 30 23 .158 1.803 10 653 3 . 567 1023 . 78 27 899 1 781 10 796 3 .592 1029 .74 33 538 1 759 10 944 3 .620 1036 .17 40 319 1 737 11 098 3 .650 1043 .11 48 596 1 714 11 257 3 .683 1050 .56 58 922 1 692 11 422 3 .719 1058 .54 72 220 1 670 11 593 3 .758 1067 .08 90 225 1 647 11 771 3 .800 1076 .20 116 832 1 625 11 956 3 . 846 1085 .92 159 510 1 605 12 127 3 . 890 1095 .14 NODE 1640.00 : HGL = < 276.017>;EGL= < 277.286>;FLOWLINE= < 273.880> ****************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1640.90 IS CODE = 5 UPSTREAM NODE 1640.90 ELEVATION = 274.23 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 33.89 30.00 0.00 274.23 1.98 12.398 DOWNSTREAM 40.40 30.00 - 273.88 2.14 9.040 LATERAL #1 2.46 18.00 90.00 274.88 0.59 2.152 LATERAL #2 4.05 18.00 90.00 274.88 0.77 3.543 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02053 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00906 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01480 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.059 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.633)+( 0.059)+( 0.000) = 0.692 NODE 1640.90 : HGL = < 275.592>;EGL= < 277.978>;FLOWLINE= < 274.230> ****************************************************************************** FLOW PROCESS FROM NODE 1640.90 TO NODE 1625.00 IS CODE = 1 UPSTREAM NODE 1625.00 ELEVATION = 275.44 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 33.89 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 30.54 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 1.12 CRITICAL DEPTH(FT) 1.98 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.98 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.979 8.128 3.006 767.20 0.041 1.945 8.268 3.007 767.53 0.167 1.911 8.415 3.011 768.56 0.389 1.877 8.572 3.018 770.30 0. 715 1 842 8 737 3 .028 772.79 1. 158 1 808 8 912 3 .042 776.06 1. 731 1 774 9 097 3 .059 780.15 2. 450 1 740 9 292 3 081 785.11 3. 335 1 705 9 499 3 107 790.97 4. 408 1 671 9 717 3 138 797.78 5. 696 1 637 9 948 3 174 805.61 7. 234 1 602 10 193 3 217 814.51 9. 062 1 568 10 453 3 266 824.54 11. 233 1 534 10 728 3 322 835.77 13 . 811 1 500 11 020 3 387 848.29 16. 881 1 465 11 330 3 460 862.18 20. 555 1 431 11 660 3 543 877.54 24. 985 1 397 12 Oil 3 638 894.48 30. 386 1 363 12 385 3 746 913.11 30. 540 1 362 12 394 3 748 913.56 625 .00 HGL = < 277 419>;EGL= < 278.446>;FLOWLINE= < 275.440 ****************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.80 IS CODE = 5 UPSTREAM NODE 1625.80 ELEVATION = 275.73 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 25.19 24.00 90.00 275.73 1.77 19.440 DOWNSTREAM 33.89 30.00 - 275.44 1.98 8.131 LATERAL #1 8.70 30.00 0.00 275.70 0.98 3.355 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08331 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00729 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04530 JUNCTION LENGTH = 2.00 FEET FRICTION LOSSES = 0.091 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.924)+( 0.091)+( 0.000) = 4.015 NODE 1625.80 : HGL = < 276.592>;EGL= < 282.460>;FLOWLINE= < 275.730> ****************************************************************************** FLOW PROCESS FROM NODE 1625.80 TO NODE 1624.00 IS CODE = 3 UPSTREAM NODE 1624.00 ELEVATION = 278.03 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 25.19 CFS CENTRAL ANGLE = 28.600 DEGREES PIPE LENGTH = 26.64 FEET PIPE DIAMETER = 24.00 MANNING'S N = 0.01300 INCHES NORMAL DEPTH(FT) = 0.85 CRITICAL DEPTH(FT) = 1.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 0 .868 19 245 6.623 969 54 1 . 927 0 . 868 19 263 6.633 970 35 3 .939 0 . 867 19 280 6.643 971 15 6 .042 0 . 867 19 298 6 .653 971 96 8 .245 0 .866 19 315 6 . 663 972 77 10 .559 0 .865 19 333 6.673 973 58 12 .994 0 . 865 19 351 6.683 974 39 15 .564 0 . 864 19 368 6.693 975 21 18 .284 0 .864 19 386 6.703 976 02 21 .172 0 .863 19 404 6 .713 976 84 24 .250 0 .862 19 421 6.723 977 66 26 . 640 0 . 862 19 434 6.730 978 25 NODE 1624.00 : HGL = < 278.898>;EGL= < 2 84.653>;FLOWLINE= < 278.030> ****************************************************************************** FLOW PROCESS FROM NODE 1624.00 TO NODE 1620.00 IS CODE = 1 UPSTREAM NODE 1620.00 ELEVATION = 281.57 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.19 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 41.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.85 CRITICAL DEPTH(FT) 1.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 0 .890 18 644 6 291 941. 96 1 . 852 0 .888 18 684 6 312 943 . 79 3 .789 0 . 887 18 724 6 334 945 . 62 5 .817 0 .885 18 764 6 356 947. 46 7 .946 0 . 884 18 805 6 378 949. 31 10 .184 0 .882 18 845 6 401 951. 16 12 .544 0 .881 18 886 6 423 953 . 03 15 .039 0 .880 18 927 6 445 954. 90 17 . 683 0 . 878 18 968 6 468 956. 78 20 .495 0 .877 19 009 6 491 958. 68 23 .498 0 . 875 19 050 6 514 960. 58 26 .716 0 . 874 19 092 6 537 962. 48 30 .182 0 .872 19 133 6 560 964. 40 33 .936 0 .871 19 175 6 584 966. 33 38 . 029 0 .869 19 217 6 608 968. 26 41 . 000 0 .868 19 245 6 623 969. 54 NODE 1620.00 : HGL = < 282.460>;EGL= < 287.861>;FLOWLINE= < 281.570> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1610.00 1620.00 TO NODE ELEVATION = 1610.00 IS CODE = 1 290.75 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.19 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 106.19 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.85 CRITICAL DEPTH(FT) 1.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 1 .766 8 576 2 909 570. 23 0 .029 1 .730 8 720 2 911 570. 62 0 .117 1 . 693 8 878 2 918 571. 79 0 .269 1 .657 9 050 2 929 573 . 79 0 .492 1 .620 9 236 2 946 576. 62 0 .792 1 .584 9 438 2 968 580. 33 1 .179 1 .547 9 656 2 996 584. 96 1 .662 1 .511 9 891 3 031 590. 57 2 .256 1 .474 10 145 3 073 597. 21 2 .975 1 .438 10 418 3 124 604. 95 3 .839 1 .401 10 711 3 184 613 . 86 4 .872 1 .365 11 028 3 254 624. 04 6 .103 1 .328 11 369 3 336 635. 57 7 .570 1 .292 11 737 3 432 648. 58 9 .319 1 .255 12 135 3 543 663 . 18 11 .412 1 .218 12 564 3 671 679. 51 13 .932 1 .182 13 030 3 820 697. 74 16 .990 1 .145 13 534 3 992 718. 06 20 .745 1 .109 14 083 4 190 740. 69 25 .429 1 . 072 14 680 4 421 765. 86 31 .407 1 .036 15 332 4 688 793 . 87 39 .287 0 .999 16 046 5 000 825. 05 50 .219 0 .963 16 829 5 363 859. 80 66 .785 0 .926 17 691 5 789 898. 59 97 .280 0 . 890 18 644 6 291 941. 95 106 .190 0 . 890 18 644 6 291 941. 96 NODE 1610.00 HGL < 292.516>;EGL= < 293.659>;FLOWLINE= < 290.750> ****************************************************************************** FLOW PROCESS FROM NODE 1610.00 TO NODE 1610.90 IS CODE = 5 UPSTREAM NODE 1610.90 ELEVATION = 291.58 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 11.09 25.19 14.11 0.00 0.00== DIAMETER ANGLE FLOWLINE CRITICAL 18.00 0.00 291.58 1.27 24.00 - 290.75 1.77 18.00 60.00 292.00 1.38 0.00 0.00 0.00 0.00 =Q5 EQUALS BASIN INPUT=== VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 6.276 8.579 8.279 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01115 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01111 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01113 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.641)+( 0.045)+( 0.000) = 0.685 NODE 1610.90 : HGL = < 293.733>;EGL= < 294.345>;FLOWLINE= < 291.580> ****************************************************************************** FLOW PROCESS FROM NODE 1610.90 TO NODE 1606.00 IS CODE = 1 UPSTREAM NODE 1606.00 ELEVATION = 296.29 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 193.66 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.90 CRITICAL DEPTH(FT) = 1.27 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ OL(FT) (FT) (FT/ SEC) ENERGY(FT) MOMENTUM(POUN 0 000 0 930 9 .634 2 372 236 09 1 412 0 929 9 .647 2 375 236 28 2 888 0 928 9 .659 2 377 236 48 4 435 0 927 9 .672 2 380 236 67 6 059 0 926 9 .684 2 383 236 87 7 768 0 925 9 .697 2 386 237 06 9 570 0 924 9 .709 2 388 237 26 11 475 0 923 9 .722 2 391 237 46 13 496 0 922 9 .734 2 394 237 66 15 646 0 921 9 .747 2 397 237 86 17 942 0 920 9 .760 2 400 238 05 20 404 0 919 9 .773 2 403 238 27 23 057 0 918 9 .785 2 405 238 47 25 931 0 917 9 .798 2 408 238 67 29 065 0 916 9 .811 2 411 238 88 32 509 0 915 9 .824 2 414 239 08 36 327 0 914 9 . 837 2 417 239 29 40 609 0 913 9 .850 2 420 239 50 45 479 0 912 9 .863 2 423 239 71 51 117 0 911 9 .876 2 426 239 92 57 806 0 910 9 .889 2 429 240 13 66 019 0 909 9 .902 2 432 240 34 76 639 0 908 9 .915 2 435 240 55 91 656 0 907 9 .929 2 438 240 76 117 449 0 906 9 .942 2 441 240 98 193 660 0 905 9 .943 2 441 240 99 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.15 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2 .153 6. 276 2 765 289 .58 49 .567 1 .500 6 . 276 2 112 217 .57 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 49 .567 1 .500 6. 274 2 112 217 .57 50 .162 1 .491 6. 279 2 103 216 .69 50 .680 1 .482 6. 288 2 096 215 .89 51 .153 1 .473 6. 300 2 090 215 .15 51 .592 1 .464 6. 313 2 083 214 .46 52 .001 1 .455 6. 329 2 077 213 .81 52 .384 1 .446 6. 347 2 072 213 .20 52 .743 1 .437 6. 366 2 066 212 .63 53 . 081 1 .428 6 . 387 2 062 212 . 09 53 .398 1 .419 6. 409 2 057 211 .59 53 . 695 1 .410 6 . 432 2 053 211 .12 53 .973 1 .401 6 . 457 2 048 210 .68 54 .233 1 .392 6. 483 2 045 210 .27 54 .474 1 .383 6 . 510 2 041 209 .90 54 .697 1 .374 6. 538 2 038 209 .55 54 .903 1 .365 6. 568 2 035 209 .23 55 .090 1 .356 6. 599 2 032 208 .95 55 .259 1 .346 6. 631 2 030 208 .69 55 .410 1 .337 6. 664 2 027 208 .46 55 .543 1 .328 6 . 698 2 026 208 .26 55 . 656 1 .319 6 . 734 2 024 208 .10 55 .751 1 .310 6. 770 2 023 207 .96 55 . 825 1 .301 6. 808 2 022 207 .85 55 .879 1 .292 6. 847 2 021 207 .77 55 .912 1 .283 6. 887 2 020 207 .73 55 .923 1 .274 6. 929 2 020 207 .71 193 .660 1 .274 6. 929 2 020 207 .71 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 1.712 FEET, 33.45 FEET UPSTREAM OF NODE 1610.90 UPSTREAM CONJUGATE DEPTH = 0.905 FEET NODE 1606.00 : HGL = < 297.220>;EGL= < 298.662>;FLOWLINE= < 296.290> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1607.00 1606.00 TO NODE ELEVATION = 1607.00 IS CODE = 1 297.31 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 39.23 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 0.89 CRITICAL DEPTH(FT) 1.27 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.07 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1 . 074 8.184 2 115 216 23 0 .771 1 . 067 8.246 2 124 216 93 1 .606 1 . 059 8 .310 2 132 217 67 2 .509 1 .052 8.376 2 142 218 45 3 .488 1 . 044 8.442 2 152 219 25 4 .550 1 .037 8.510 2 162 220 09 5 .704 1 .029 8.579 2 173 220 97 6 .959 1 .021 8.650 2 184 221 88 8 .328 1 .014 8.722 2 196 222 83 9 .825 1 .006 8.796 2 208 223 82 11 .466 0 .999 8.871 2 222 224 85 13 .272 0 .991 8.948 2 235 225 91 15 .267 0 .984 9.027 2 250 227 02 17 .482 0 .976 9.107 2 265 228 16 19 .955 0 .968 9.189 2 280 229 35 22 .738 0 .961 9 .273 2 297 230 59 25 .894 0 .953 9.358 2 314 231 86 29 .513 0 .946 9.446 2 332 233 18 33 .720 0 .938 9.535 2 351 234 55 38 .697 0 .931 9.626 2 370 235 96 39 .230 0 .930 9.634 2 372 236 09 NODE 1607.00 : HGL = < 298.384>;EGL= < 299.425>;FLOWLINE= < 297.310> ****************************************************************************** FLOW PROCESS FROM NODE 1607.00 TO NODE 1605.00 IS CODE = 3 UPSTREAM NODE 1605.00 ELEVATION = 297.51 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 11.09 CFS CENTRAL ANGLE = 45.840 DEGREES PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 PIPE LENGTH = 7.88 FEET NORMAL DEPTH(FT) 0.89 CRITICAL DEPTH(FT) = 1.27 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.27 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0. 000 1 .274 6 929 2 020 207.71 0.031 1 .259 7 001 2 021 207.76 0.126 1 .244 7 078 2 022 207.89 0.291 1 .228 7 157 2 024 208.12 0.531 1 .213 7 241 2 028 208.45 0.853 1 .198 7 328 2 032 208.87 1.266 1 .183 7 419 2 038 209.39 1.778 1 .167 7 514 2 045 210.02 2.401 1 .152 7 613 2 053 210.75 3.149 1 .137 7 717 2 062 211.60 4.038 1.121 7.824 2.073 212.55 5.088 1.106 7.937 2.085 213.62 6.322 1.091 8.054 2.099 214.82 7.771 1.075 8.176 2.114 216.14 7.880 1.074 8.184 2.115 216.23 NODE 1605.00 : HGL = < 298.784>;EGL= < 299.530>;FLOWLINE= < 297.510> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1605.00 FLOWLINE ELEVATION = 297.51 ASSUMED UPSTREAM CONTROL HGL = 298.78 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2737.00 - BRESSI RANCH INDUSTRIAL * * PROPOSED CONDITIONS - 1705.8 UPSTREAM * * 1OO-YEAR STORM EVENT * ************************************************************************** FILE NAME: SY1705_8.DAT TIME/DATE OF STUDY: 09:51 05/28/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM{POUNDS) 1705.80- 4.82* 796.52 0.70 170.98 } FRICTION 1702.00- 3.41* 520.81 0.70 171.48 } FRICTION+BEND } HYDRAULIC JUMP 1701.00- 1.05 Dc 136.26 0.53* 190.28 } JUNCTION 1701.90- 1.06 Dc 136.25 0.47* 272.15 ) FRICTION 1700.00- 1.06*Dc 136.25 1.06*Dc 136.26 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1705.80 FLOWLINE ELEVATION = 264.07 PIPE FLOW = 8.79 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 258.890 FEET NODE 1705.80 : HGL = < 268.890>;EGL= < 269.012>;FLOWLINE= < 254.070> ****************************************************************************** FLOW PROCESS FROM NODE 1705.80 TO NODE 1702.00 IS CODE = 1 UPSTREAM NODE 1702.00 ELEVATION = 265.58 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.79 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 58.61 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 8.79)/( 226.231))**2 = 0.00151 HF=L*SF = ( 68 . 61)* (0.00151) = 0.104 NODE 1702.00 : HGL = < 258.994>;EGL= < 269.115>;FLOWLINE= < 265.580> ******************************************************************************** FLOW PROCESS FROM NODE 1702.00 TO NODE 1701.00 IS CODE = 3 UPSTREAM NODE 1701.00 ELEVATION = 270.44 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 8.79 CFS CENTRAL ANGLE = 41.510 DEGREES PIPE LENGTH = 220.99 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.70 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.63 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ .OL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 000 0 630 10 358 2 297 190 28 1 658 0 633 10 296 2 280 189 37 3 373 0 536 10 235 2 263 188 47 5 149 0 538 10 174 2 247 187 59 6 993 0 541 10 114 2 231 186 72 8 911 0 544 10 055 2 215 185 86 10 910 0 547 9 997 2 199 185 01 13 001 0 549 9 939 2 184 184 17 15 192 0 652 9 881 2 169 183 34 17 497 0 655 9 824 2 154 182 53 19 930 0 658 9 768 2 140 181 72 22 508 0 650 9 713 2 126 180 93 25 255 0 653 9 557 2 112 180 15 28 195 0 656 9 603 2 099 179 37 31 365 0 559 9 549 2 085 178 61 34 806 0 571 9 495 2 072 177 86 38 577 0 674 9 443 2 059 . 177 12 42 756 0 577 9 391 2 047 176 39 47 452 0 580 9 339 2 035 175 67 52 825 0 582 9 287 2 022 174 95 59 123 0 685 9 237 2 Oil 174 25 66 762 0 688 9 187 1 999 173 56 76 521 0 690 9 137 1 988 172 87 90 153 0 593 9 087 1 976 172 20 113 277 0 595 9 039 1 965 171 53 220 990 0 596 9 034 1 964 171 48 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 3 .41 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM{POUNDS) 0 . 000 3 .414 2 .798 3 .535 520 .81 69 .582 2 . 000 2 .798 2 .122 243 .70 =========== ========= ====== ===== ====== ======== ======= ===== ============= ======== ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2 . 00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL( FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 59 .582 2 . 000 2 797 2 .122 243 .70 71 .363 1 .962 2 809 2 .085 236 .53 73 . 093 1 . 925 2 832 2 .049 229 .58 74 .790 1 . 887 2 851 2 014 222 .82 76 .460 1 . 849 2 897 1 980 216 .24 78 .104 1 . 812 2 937 1 946 209 . 84 79 .725 1 .774 2 983 1 912 203 64 81 .322 1 .736 3 034 1 879 197 63 82 . 894 1 . 598 3 090 1 847 191 84 84 .440 1 . 561 3 151 1 815 186 26 85 .958 1 .623 3 218 1 784 180 90 87 .445 1 585 3 290 1 754 175 78 88 .900 1 548 3 369 1 724 170 91 90 .318 1 510 3 453 1 695 166 29 91 . 695 1 472 3 . 545 1 567 161 94 93 . 026 1 435 3 . 644 1 641 157 87 94 .305 1 397 3 . 750 1 615 154 09 95 524 1 359 3 . 865 1 591 150 63 96 675 1 321 3 . 990 1. 569 147 48 97 745 1 284 4. 124 1. 548 144 68 98 722 1 246 4. 270 1. 529 142 23 99 588 1 208 4. 428 1. 513 140. 17 100 323 1 171 4. 500 1. 499 138. 51 100 898 1 133 4. 786 1. 489 137 . 29 101 279 1 095 4. 990 1. 482 136. 53 101 419 1. 058 5. 212 1. 480 136. 26 220 990 1. 058 5 . 212 1. 480 136. 26 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 1.552 FEET, 88.72 FEET UPSTREAM OF NODE 1702.00 UPSTREAM CONJUGATE DEPTH = 0.596 FEET NODE 1701.00 : HGL = < 271.070>;EGL= < 272.737>;FLOWLINE= < 270.440> ****************************************************************************** FLOW PROCESS FROM NODE 1701.00 TO NODE 1701.90 IS CODE = 5 UPSTREAM NODE 1701.90 ELEVATION = 270.77 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH{FT.) (FT/SEC) UPSTREAM 8.79 24.00 45.73 270.77 1.06 15.578 DOWNSTREAM 8.79 24.00 - 270.44 1.05 10.351 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.013 00; FRICTION SLOPE = 0.10216 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03258 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06737 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.269 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.003)+( 0.269)+( 0.000) = 2.272 NODE 1701.90 HGL < 271.241>;EGL= < 275.009>;FLOWLINE= < 270.770> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1700.00 1701.90 TO NODE ELEVATION = 1700.00 IS CODE = 1 282.02 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.79 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 90.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) — 0.45 CRITICAL DEPTH(FT) 1.06 UPSTREAM CONTROL ASSUMED FLOWDEPTH( FT) 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ' ENERGY(FT) MOMENTUM(POUNDS) 0 . 000 1 . 058 5 .212 1 480 136. 26 0 .009 1 . 033 5 .368 1 481 136. 38 0 . 039 1 . 009 5 .532 1 484 136. 73 0 .091 0 .984 5 .708 1 491 137. 34 0 .170 0 . 960 5 . 895 1 500 138. 21 0 . 277 0 .936 6 .094 1 513 139 . 38 0 . 419 0 . 911 6 .306 1 529 140. 84 0 . 600 0 . 887 5 .534 1 550 142 . 64 0 . 825 0 . 862 6 .778 1 576 144. 78 1 .104 0 . 838 7 .040 1 608 147 . 31 1 .445 0 .814 7 .322 1 547 150. 25 1 . 858 0 .789 7 . 625 1 593 153 . 53 2 .357 0 .755 7 .954 1 748 157 . 51 2 .962 0 .740 8 .309 1 813 151. 92 3 . 693 0 .715 8 . 695 1 891 155. 92 4 .581 0 . 692 9 .115 1 983 172 . 58 5 . 664 0 . 667 9 .574 2 092 178. 97 6 .998 0 . 543 10 . 077 2 221 185 . 18 8 . 659 0 . 618 10 . 630 2 374 194. 30 10 .759 0 .594 11 .240 2 557 203 . 47 13 .477 0 .570 11 .915 2 775 213 . 82 17 .110 0 .545 12 . 666 3 038 225 . 53 22 .220 0 .521 13 .506 3 355 238. 82 30 . 070 0 .495 14 .450 3 741 253 . 94 44 .723 0 .472 15 . 515 4 213 271. 22 90 . 000 0 .471 15 .573 4 239 272 . 15 NODE 1700.00 : HGL = < 283.078>;EGL= < 283.500>;FLOWLINE= < 282.020> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1700.00 FLOWLINE ELEVATION = 282.02 ASSUMED UPSTREAM CONTROL HGL = 283.08 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS EXHIBIT A ULTIMATE CONDITION HYDROLOGY MAP T:\Water Resources\2737-Bressi IndustrialVZst Subinittal\Report\Appendix.DOC EXHIBIT B ULTIMATE CONDITION PIPEFLOW NODE NUMBER MAP T:\Water Resources\2737-Bressi Industrial\2st Subiiiittal\Report\Appendix.DOC