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PD 08-08; INVITROGEN; PRELIMINARY DRAINAGE STUDY; 2008-07-16
PRELIMINARY DRAINAGE STUDY FOR SITE DEVELOPMENT PLAN FOR INVITROGEN - CARLSBAD SDP 06-02 Job Number 15767-A John D. Goddard, J. RCE 33037 • • Prepard for: Invitrogen 1600 Faraday Avenue • Carlsbad, California 92008 Prepared by: Rick Engineering Company • 5620 Friars Road San Diego, California 92110-2596 • (619)291-0707 July 16,2008 TABLE OF CONTENTS Introduction........................................................................................................................................i VicinityMap ...................................................................................................................................... 3• Hydrology................................................................................................................... . ....................... 4 Conclusion..........................................................................................................................................8 Tables: Table 2.1: Summary of 100-Year 6-Hour Pre-Project and Post-Project Peak Discharge Rates .....6 Appendices: Appendix A: Basin 100: 100-Year 6-Hour Modified Rational Method Analyses (Pre- Project) Appendix B: Basin 1000: 100-Year 6-Hour Modified Rational Method Analyses (Post- Project, Without Detention) Appendix C: Basin 1000: 100-Year 6-Hour Modified Rational Method Analyses (Post- Project, With Detention) I Appendix E: May Pockets: Map Pocket 1: Map Pocket 2: Appendix-D: F1EC-1 Detention Analysis Support Material for Hydrologic Analysis Preliminary Drainage Study Map for Site Development Plan for Invitrogen - Carlsbad (Pre-Project) • Preliminary Drainage Study Map for Site Development Plan for Invitrogen - Carlsbad (Post-Project) Prepared by: • July 16,2008 Rick Engineering Company • JDG:CA:sr:K:Job Files\15767\A\Studies\Drainage (1) , Introduction This report presents a drainage study for proposed grading and improvements for the Invitrogen project (hereafter referred to as the project). The project consists of the precise grading for the construction of a surface parking lot on a previously graded site. The purpose of this report is to provide hydrologic analysis for pre-project and post-project condition to acquire the appropriate final engineering permits. Project Location: . The project site is located in Carlsbad, California and is within the Carlsbad Spectrum complex, bounded by College Avenue to the east and Faraday Avenue to the west. See the Vicinity Map for the approximate location of the project site, located at the end of Section. 1.0 of this report. Project Description and Features:. As a whole, the project is comprised of approximately 5 'acres of proposed surface improvements providing additional parking for the existing industrial/commercial complex. Final engineering and improvement plans prepared for this project are part of approved Project MS 97-04. Hydrology: In the existing condition the project drains to the existing public storm drain system on College Avenue, collecting site runoff in various inlets and basins through a main backbone system. In post-project condition parts of two desilting basins on the southern portion of the site basin will be removed and replaced with surface parking improvdments. The storm drain system associated with this project will collect runoff at many locations through out the project site and connects to the existing storm drain system on the western edge of College Avenue. A detailed pre-project and post-project hydrologic analysis has been provided for the project. Prepared by: 1 July 16,2008 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\MStudies0rainage (I) The project is a part of a large development known as Carlsbad Spectrum Complex. A detention plan will be developed for proposed project to detain 100-year post-development peak discharge to 100-year pre-development peak discharge. Water Quality: The storm drain systems will include different low impact development, source control and treatment control BMPs to achieve water quality treatment. Refer to the report titled, "Invitrogen" prepared by Rick Engineering Company, dated July 16, 2008 '(Rick Engineering Company Job Number 15767-A, City of Carlsbad MS 97-04) for further discussion of storm water requirements and post-construction BMPs. Prepared by: 2 July 16, 2009 Rick Engineering Company JDG:CA:sr:K:Job Filcs\15767\A\Studies\Drainage (I) :TA (OF I MARCUS. IM Le ii u .LIi,IINII: \ICIN.tTY MAP NOT TO: SCALE Prepared by: 3 July 16,2008 Rick Engineering Company JDG:CA:sr:K:Job FiIes\15767\AStudiesDrainage (1) Hydrology Hydrologic Methodology and Criteria: The 100-year 6-hour pre-project and post-project peak flow rates were determined for runoff from the project site using the Modified Rational Method. The hydrologic methodology and criteria utilized for the project has been taken from the San Diego County Hydrology Manual June 2003. Modified Rational Method Methodology and Criteria:. The San Diego County Hydrology Manual June 2003 requires that the modified rational method be used for hydrologic analysis of a watershed less than approximately 1.0 square mile. The drainage area tributary to each of the proposed storm drain systems total less than 1.0 square mile. The Modified Rational Method computer program developed by Advanced Engineering Software (AES) was used for this study because it satisfies the County of San Diego's design criteria. The hydrologic model is developed by creating independent node-link models of each interior drainage basin and linking these sub-models together at confluence points. The program has the capability to perform calculations for 15 hydrologic processes. These processes are assigned code numbers that appear in the results. The code numbers and their significance are as follows: Subarea Hydrologic Processes (Codes) Code Confluence analysis at a node Code Initial subarea analysis Code Pipe flow travel time (computer-estimated pipe sizes) Code. Pipe flow travel time (user-specified pipe size) : Code Trapezoidal channel travel time Code Street flow analysis through a subarea Code User-specified information at a node Code Addition of the subarea runoff to mainline Prepared by: 4 July 16, 2008 Rick Engineering Company JDO:CA:sr:K:Job Files\15767\AStudiesDrainage (1) Code V-Gutter flow through subarea Code Copy mainstream data onto a memory bank Code Confluence a memory bank with the mainstream memory Code Clear a memory bank Code Clear the mainstream memory Code Copy a memory bank onto the mainstream memory Code Hydrologic data bank storage functions In order to perform the hydrologic analysis; base information for the study area is required. This information includes the land uses, drainage facility locations, flow patterns, drainage basin boundaries, and topographic elevations. For pre-project analysis this information was determined, from the exhibit titled, "Drainage Study Map for Invitrogen (Pre-Project)", included in Map Pocket 1. For post-project analysis this information was determined, from the exhibit titled, "Drainage Study Map for Site Invitrogen (Post-Project)", included in Map Pocket 2 The hydrologic conditions were analyzed in accordance with the County of San Diego's hydrology criteria as follows (except as noted below); Design Storm: 100-year 6-hour (for storm drain systems) 100-Year 6-Hour Precipitation (inches): P = 2.7 Runoff Coefficients: 0% Impervious C = 0.35 100% Impervious S C = 0.87 Soil Type: "D" A composite runoff coefficient was calculated using the following equation from Section, 3.1.2 of the San Diego County Hydrology Manual June 2003: C = 0.87 x (% Impervious) +C x (1 - % Impervious) Where: C = Pervious runoff coefficient value (undeveloped/vegetated/pervious surface) for the soil type. Prepared by: Rick Engineering Company 5 S July 16, 2008 JDG:CA:sr:K:Job Files\15767AStudies\Drainage (1) I Additional support material used for hydrologic analysis is provided in Appendix C of this report. General Detention Methodology. Criteria & Results: The Invitrogen project includes an underground detention basin at the southwest corner of the project boundary. The detention basin was designed to detain the 2-, 10-, and 100-year 6-hour post-project peak discharge rates to the pre-project peak discharge rates. For the detention basin design, modified rational' method hydrologic analyses were performed to determine the 2-, 10-, and 100-year, 6-hour peak discharge rates for both the pre-project and post-project conditions. The modified rational method methodology, criteria, and results are presented in Section 2.0 of this report: Pre-project and post-project rational method output is provided in Appendices A, B and C respectively, of this report. Rational Method Hydrograph Synthesizing Procedure Methodology and Criteria,: The sizing of a detention facility requires an inflow hydrograph to obtain the necessary storage volume. The modified rational method only yields a peak discharge and time of concentration, and does not yield a hydrograph. In order to convert the peak discharge and time of concentration into a hydrograph, a modified rational method hydrograph synthesizing procedure was used. The modified rational method hydrograph synthesizing procedure methodology and criteria that were used are described in Page 4, Rational Method Hydrograph Procedure, of the San Diego County Hydrology Manual June 2003. HEC-1 Methodology and Criteria: The 100-year hydrógraphs were used in the HEC-1 hydrologic model to perform routing calculations for the underground detention' basin, and. to determine the detention volumes required for the basin to reduce the post-project peak discharge rate back to the pre-project peak discharge rate for the 2-, 10-, and 100-year storm evéñts. Prepared by: 6 - ' 'July 16,2008 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\A\StudiesDrainage (1) Detention Results: The HEC-1 detention analysis output is located in Appendix. D of this report. Based on the HEC-1 hydrologic model, approximately 0.21 acre-feet of volume will be required to detain the 2, 10-, and 100-year storm events. Summary The results of the Modified Rational Method analyses for the project are provided in Appendix A .(pre-project) and Appendix B (post-project) of this report. The two maps titled, "Drainage Study Map Invitrogen (Pre-Project)" located in Map pocket 1 and "Drainage Study Map for Invitrogen (Post-Project)", located in Map pocket 2, present the drainage area boundaries, nodes, and areas used in-the Modified Rational Method analyses of pre-project and post-project respectively Table 2.1 presents a summary of the Modified Rational Method analyses in the pre and post project conditions. Table 2.1 Summary of 100-Year 6-Hour Pre-Project and Post-Project Peak Discharge Rates For Site Develonment Plan fnr Invitrnopn Area (acres) Time of. Concentration (minutes) 100-Year 6-Hour Peak Flow Rate (cfs)* Pre-project 24.2 10.51 77.8 Post-project (without detention) 1 24.2 10.50 81.9 Project-project (with detention) 1 24.2 10.50 77.8 cfs = cubic feet per second Prepared by: 7 July 16,2008 Rick Engineering Company . JDG:CA:sr:K:Job Files\15767\A\Studies0rainage (1) Conclusion In conclusion, based on the modified rational method analyses, the 100-year pre-project peak discharge rate was 77.8 cfs and the 100-year post-project peak discharge rate was 81.9 cfs (without detention). The 100-year HEC-1 analysis and modified rational method analysis shows that the post-project peak discharge rate of 81.9 cfs to be detained back to 77.8 cfs. During the next submittal, additional detail on the configuration of the detention system will be provided along with rating curves for detailed outlet works. / Prepared by: 8 - July 16,2008 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\A\Studies\Drainage (1) APPENDIX A 100-Year 6-Hour Modified Rational Method Analyses (Pre-Project) * *** *** ** ********************* *********** * * *************** ********* 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 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** * J-15767-A * * INV.ITROGEN-CARLSBAD PROJECT S * * 100-YEAR EXISTING CONDITION (BASIN 100) * FILE NAME: 100.DAT TIME/DATE OF STUDY: 16:09 07/14/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL. METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET As (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) 0 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS).= 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 * * *** ***** ********** * ***** ********************* ***** **** ***** ** *** *** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR).= '6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 6.45 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.. 789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: S DEPTH(FEET) = 0.12' FLOW VELOCITY(FEET/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE ' 100.00 TO NODE 102.00 = 250.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/}IOUR) = 6.038 . *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = ' 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = . 0.10 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 6.45 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): 2 OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7767 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 4.92 TC(MIN.) = 6.45 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 'FLOW LENGTH(FEET) = 52.50 MANNING' S 'N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 302.50 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.919. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 7.40 TC(MIN.) = 6.65 FLOW PROCESS FROM NODE 103.00 TO NODE . 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPLJTE PIPE-FLOW TRAVEL TIME THRU' SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 7.40 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 416.50 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.702 ke *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 10.11 TC(MIN.) = 7.05 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC..) = 4.98 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS)= 10.11 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 471.50 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ----------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.608 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8160 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 13.04 TC(MIN.) = 7.23 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.63 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 13.04 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 524.90 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 4 100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 5.530 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.40 SUBAREA'RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 14.78 TC(MIN.) = 7.3.9 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36 - GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 14.78 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 530.90 FEET. * * ***************** *** *** ** *** **************** * FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.523 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8118 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.35 TOTAL RUNOFF(CFS) = 15.02 TC(MIN.) = . 7.40 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ----------------------------------------------------------------------------- .>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.). = 5.69 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 15.02 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 685.50 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK.FLOW<<<<< • 5 100 YEAR RAINFALL• INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8194 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 3.85 TOTAL RUNOFF(CFS) = 16.77 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/ COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0. AREA-AVERAGE RUNOFF COEFFICIENT = 0.8046 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 4.45 TOTAL RUNOFF(CFS) = 19.03 TC(MIN.) = 7.86 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< • >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<(<<< ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.03 PIPE TRAVEL TIME(MIN.) = 0.17 • • Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00= 748.50 FEET. *************************************************************************•*** FLOW PROCESS FROM NODE • 109.00 TO NODE 109.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.242 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = :8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8106 SUBAREA AREA(ACRES) = • 0.45 SUBAREA RUNOFF(CFS) = • 2.05 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 20.82 TC(MIN.) = 8.03 0 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *0* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< • 6 L 0 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 885.50 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) = 5.091 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8161 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 22.44 TC(MIN.) = 8.40 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) = 5.091 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8071 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 24.24 TC(MIN.) = 8.40 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------- ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 24.24 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE .100.00 TO NODE 111.00 = 974.50 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8102 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 25.13 TC(MIN.) = 8.63 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< - ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAN'(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 25.13 PIPE TRAVEL TIMEMIN.) = 0.21 Tc(MIN.) = 8.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1057.50 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.926 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8150 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = ' 6.75 TOTAL RUNOFF(CFS) = 27.10 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK'FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.926 *USER SPECIFIED(SUBAREA): 'OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8078 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 7.25 TOTAL RUNOFF(CFS) = 28.85 TC(MIN.) = .8.84 FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36..0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 28.85 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(<(< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8091 SUBAREA AREA(ACRES) = 0.15. SUBAREA RUNOFF(CFS) = 0.63 TOTAL.AREA(ACRES) = 7.40 TOTAL RUNOFF(CFS) = 29.05 TC(MIN.) = 9.05 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 113.00 TO NODE • 114.00 Is CODE = 41. >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.68 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.05 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE . 114.00 = 1174.20 FEET. *************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------- 100-YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.828 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8044 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 29.13 TC(MIN.) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU S(JBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH (FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 29.13. PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.47 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.13 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVENUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) = 245.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.090 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<z ELEVATION DATA: UPSTREAM(FEET) = 245.00 DOWNSTREAM(FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.78 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.05 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 310.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE 115.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = 232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.29 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 115.00 = 343.00 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.) = 7.81 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.13 9.47 4.711 7.50 • 2 3.40 7.81 • 5.338 0.80 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 27.40 7.81 5.338 2 32.13 9.47 4.711 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.13 Tc(MIN.) = 9.47 TOTAL AREA(ACRES) = 8.30 11 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115..00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1434.90 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.89 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SOBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8047 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 8.45 TOTAL RUNOFF(CFS) = 32.13 TC(MIN.) = 10.21 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.24 12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES .= 1 PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) =. 0.11 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.459 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8077 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA = 9.05 TOTAL RUNOFF(CFS) = 32.59 TC(MIN.) = 10.32 FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 41 ----------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.34 DOWNSTREAM(FEET) = 225.16 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS .14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = • 32.59 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.44 RAINFALL INTENSITY(INCH/HR) = 4.42 TOTAL STREAM AREA(ACRES) = 9.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.59 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = .0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 13 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0,10 TOTAL RUNOFF(CFS) = . 0.58 FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<(<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8.700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) =. 3.09 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 3.68 TC(MIN.) = 2.83 FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH THRU SUBAREk(FEET) .= 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT.= .8500 .S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = .579 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 4.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 4.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 7.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 250.00 FEET. FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 14 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE-CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.21 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 143.00 = 314.70 FEET. FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 ----------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = . 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RPNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS). 0= 977 TC(MIN.) = 4.21 FLOW PROCESS FROM NODE 143.00 TO NODE 119.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 225.80 FLOW LENGTH(FEET) = 32.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.7.0 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.77 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.23 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 119.00 = 347.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 3. ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLrJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 0 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.23 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.). (INCH/HOUR) (ACRE) 1 32.59 10.44 4.423 9.05 2 9.77 4.23 7.114 1.60 15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.03 4.23 7.114 2 38.67 10.44 4.423 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.67 Tc(MIN.) = 10.44 TOTAL AREA(ACRES) = 10.65 - LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE.= 41 - ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<( >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 225.16 DOWNSTREAM(FEET) = 224.06 FLOW LENGTH(FEET) = 40.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.66 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 38.67 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET; FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 ----------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 ----------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< 16 >>>>>TRAVELTIME THRU SUBAREA.(EXIS.TING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 235.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0221 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.847 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C..S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 5.31 SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 10.42 AREA-AVERAGE RUNOFF COEFFICIENT = 0.867 TOTAL AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) = 10.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 2.94 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 400.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 120.00 IS CODE '= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<(<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.49 DOWNSTREAM(FEET) = 24.06 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.69 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.99 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.44 LONGEST FLOWPATH FROM NODE 150.00 TO. NODE 120.00 = 504.30 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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 10.99 5.44 6.735 1.85 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 = 504.30 FEET. ** MEMORY BANK * 1 CONFLUENCE DATA ** STREAM RUNOFF. Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.67 10.49 4.410 10.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY 17 NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.04 5.44 6.735 2 45.86 10.49 4.410 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.86 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 12.50 FLOW PROCESS FROM NODE 120.0030 NODE 120.00 Is CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 2 <<<<< FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) •= 0.41 FLOW PROCESS FROM NODE 161.00 TO NODE .162.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.45 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE 0.0184 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.059 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT .= .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.19 TRAVEL TIME THRU SUBAREA EASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 6.41 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.815 . TOTAL AREA(ACRES) = . 0.80 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 = 270.00 FEET. 18 FLOW. PROCESS FROM NODE 162.00 TO NODE 163.00 Is CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTHOF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 163.00 = 393.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA(<<<< 0• >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --------------------- ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 452.00 FEET. FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.711 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8211 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES). = 0.90 TOTAL RUNOFF(CFS) = 4.22 TC(MIN.) = 7.03 FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<(<< ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = • 1 PIPE-FLOW(CFS) = 4.22 • 19 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 165.00 = 486.50 FEET. FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 -------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOOR) = 5.656 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8386 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.64 TC(MIN.) = 7.14 FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.96 DOWNSTREAM(FEET) .= 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 GIVEN PIPE DIAMETER(INCH).= 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.64 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 595.00 FEET. FLOW PROCESS FROMNODE 166.00 TO NODE 166.00 IS CODE = 81 --------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.514 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8441 . SUBAREA AREA(ACRES) = 1.30 . SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 12.57 TC(MIN.) = 7.42 FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<(< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH O.F FLOW IN 24.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW. VELOCITY(FEET/SEC.) = 7.72 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = ,Ai PIPE-FLOW(CFS) = 12.57 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 167.00 = 689.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 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.) = 7.63 RAINFALL INTENSITY(INCH/HR) = .5.42 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.57 ** * * * * * ***** ******* **** ******************* * **** *** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 . TOTAL RUNOFF(CFS) = 0.38 * * * * * * * * * * * * •* * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW(<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET).= 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.060 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADEO AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE.NUMBER .(AMC II). = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.03 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.35 Tc(MIN.) = 11.93 . . SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = . 2.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.23. 21 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 320.00 FEET. FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRLJ SUBAREA<<<<< >>>>>tJSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.13 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 434.00 FEET. FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.016 *USER SPECIFIED(StJBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS)= 3.09 TC(MIN.) = 12.13 FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 235.83 FLOW LENGTH(FEET) = 76.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 510.70 FEET. FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.953 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT =0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 RA TOTAL AREA(ACRES) 2.30 TOTAL RUNOFF(CFS) = 3.18 TC(MIN.) = 12.43 FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRUSUBAREA<<<<< >>>>>USING USER-SPECIFIEb PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.83 DOWNSTREAM(FEET) = 235.24 FLOW LENGTH(FEET) = 83.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.34 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.18 PIPE TRAVEL.TIME(MIN.) = 0.32 Tc(MIN.) = 12.75 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 185.00 = 593.80 FEET. FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE t= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = .0.20 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = • 2.50 TOTAL RUNOFF(CFS) = 3.40 TC(MIN.) = 12.75 FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.24 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 41.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 186.00 = 635.20 FEET. FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 *USER SPECIFIED(SUBARF.A): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 . AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 23 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 4.19 TC(MIN.) = 12.91 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 186.00 TO NODE 187.00 Is CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>OSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.71 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.19 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 187.00 = 660.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 167.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA(<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: IJPSTREAM(FEET).= 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.19 .PIPE TRAVEL TIME(MIN.)'= 0.20 Tc(MIN.) = 13.20 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 Is CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>PND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc • INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.57 7.63 5.418 2.70 2 4.19 13.20 3.804 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 24 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.98 7.63 5.418 2 13.01 13.20 3.804 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(.CFS) = 14.98 Tc(MIN.) = 7 .63 TOTAL AREA(ACRES) = 5.80 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = 233.04 FLOW LENGTH(FEET)= 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.31 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 14.98 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 168.00 = 769.60 FEET. FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.379 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 . AREA-AVERAGE RUNOFF COEFFICIENT = 0.5999 . SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = .4.01 TOTAL AREA(ACRES) = 6.85 TOTAL RUNOFF(CFS) = 22.11 TC(MIN.) = 7.71 FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW. VELOCITY(FEET/SEC.) = 8.50 . GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 22,11 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 169.00 = 950.60 FEET. FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 81 ---------------------------------------------------------------------------- 25 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-C<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.225 *USER SPECIFIED(StJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6231 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 24.58 TC(MIN.) = 8.07 *************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 170.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 9.1.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.12 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.58 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.23 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 = 1042.20 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.156 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6648 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 7.45 TOTAL AREA(ACRES) = 9.25. TOTAL RUNOFF(CFS) = 31.71 TC(MIN.) = 8.23. FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.22 DOWNSTREAM(FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.68 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 31.71 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.44 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 S >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.44 RAINFALL INTENSITY(INCH/HR) = 5.08 TOTAL STREAM AREA(ACRES) = 9.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.71 FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT =-.5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.50 DOWNSTREAM ELEVATION(FEET) = 248.90 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.947 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.754 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.30 FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<(<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 248.90 DOWNSTREAM(FEET) = 237.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0305 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(I.NCH/HOtJR) = 4.283 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 10.98 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 4.63 AREA-AVERAGE RUNOFF COEFFICIENT = 0.462 TOTAL AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) = 4.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) 0.15 FLOW VELOCITY(FEET/SEC.) = • 1.89 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 192.00 = 430.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 192.00 TO NODE 171.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 27 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)•<<<(< ELEVATION DATA: UPSTREAM(FEET) = 230.10 DOWNSTREAM(FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.81 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.85 PIPE TRAVEL TIME(MIN.)'= 0.54 Tc(MIN.) •= 11.52 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 171.00 = 619.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * *0* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.71 8.44 5.076 9.25 2 4.85 11.52 4.152 2.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.26 8.44 5.076 2 30.79 11.52 4.152 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0 0 PEAK FLOW RATE(CFS) = 35.26 Tc(MIN.) = 8.44 TOTAL AREA(ACRES) = 11.70 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. * * * * * * * * * * * *0* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.27 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES.= PIPE-FLOW(CFS) = 35.26 0 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.83 28 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 172.00 = 1380.20 FEET. FLOW PROCESS FROM NODE 172.00 TO NODE 120.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>OSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<. ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.06 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.94 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.02 LONGEST FLOWPATH FROM. NODE 180.00 TO NODE 120.00 = 1479.10 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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 35.26 9.02 4.863 11.70 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. *•* MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.86 10.49 4.410 12.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 74.67 9.02 4.863 2 77.83 10.49 4.410 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.83 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 24.20 FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCHPIPE Is 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.72 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.83 29 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1846.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 10.51 PEAK FLOW RATE (CFS) = 77.83 END OF RATIONAL METHOD ANALYSIS 30 31 APPENDIX B 100-Year 6-Hour Modified Rational Method Analyses (Post-Project) 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. 15A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** * J-15767-A S * ' INVITROGEN-CARLSBAD PROJECT * * 100:--YEAR-DEVELOPED CONDITION (BASIN 1000) (UNDETAINED) * FILE NAME: 1000.DAT TIME/DATE OF STUDY: 16:07 07/14/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<<' *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Pc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<(<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = .0.0165 - - MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = . 1.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.03 Tê(MIN.) = 6.45 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 . SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 6.45 FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): 2 OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7767 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 4.92 TC(MIN.) = 6.45 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS. CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELocITY(FEE'r/sEc:) = 4.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 302.50 FEET. FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.919 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 7.40 TC(MIN.) = 6.65 FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00. MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.40 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 416.50 FEET. FLOW PROCESS FROM NODE . 1004.00 TO NODE 1004.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOrJR) = 5.702 3 *USER SPECIFIED(SLJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 10.11 TC(MIN.) = 7.05 FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAN(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.11 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 471.50 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) = 5.608 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8160 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 13.04 TC(MIN.) = 7.23 FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.63 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 13.. 04 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 524.90 FEET. FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 4 100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 5.530 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 14.78 TC(MIN.) = 7.39 FLOWPROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW. TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.78 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.0.0 = 530.90 FEET. FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.523 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8118 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 3.35 TOTAL RUNOFF(CFS) = 15.02 TC(MIN.) = 7.40 FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<(<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.02 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 = 685.50 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<<<< 5 100-YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8187 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 16.54 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8039 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) =. 4.40 TOTAL RUNOFF(CFS) = 18.80 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< .>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET).= 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 18.80 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1009.00 = 748.50 FEET. FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR). = 5.241 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8106 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 20.82 TC(MIN.) = 8.03 FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< 1.1 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH.(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 = 885.50 FEET. FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.091 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8161 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 22.44 TC(MIN.) = 8.40 FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.091 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 • • S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8071 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 24.24 TC(MIN.) = 8.40 FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = •24.24 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1011.00 = 974.50 FEET. FLOW PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK 'TLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT =0.8102 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 25.13 TC(MIN.) = 8.63 FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAN(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 25.13 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.84 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1012.00 = 1057.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.925 *USER SPECIFIED(SUBAREA): 0 OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8150 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 6.75 TOTAL RUNOFF(CFS) = 27.10 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.925 *USER SPECIFIED(SUBAREA):, OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = • 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8078 • SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = • 1.75 TOTAL AREA(ACRES) = 7.25 TOTAL RUNOFF(CFS) = 28.85 TC(MIN.) = 8.84 **** ** * * * * ************** ** **** ** ************** *********** ******* ******* ** FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28,85 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1013.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO -MAINLINE PEAK .FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8091 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 7.40 TOTAL RUNOFF(CFS) = 29.05 TC(MIN.) = 9.05 FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPrJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY.(FEET/SEC.) = 7.68 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 29.05 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = .9.12 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1014.00 = 1174.20 FEET. FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.828 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 SC.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8044 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 29.12 TC(MIN.) = 9.12. FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 Is CODE = 41 '-S >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 29.12 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 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.) = 9.47 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.12 FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 21 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) = 245.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.090 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.26 - TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 FLOW PROCESS FROM NODE 1031.00 TO NODE • 1032.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAN(FEET) = 245.00 DOWNSTREAM(FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(IICH/HOUR) = 5.351 *USER SPECIFIED(SUBAREA):, OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.78 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.05 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1032.00 = 310.00 FEET. FLOW PROCESS FROM NODE 1032.00 TO NODE 1015.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 240.97 .DOWNSTREAM(FEET) = 232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.29 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1015.00 = 343.00 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE. VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.81 RAINFALL INTENSITY.(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 • " CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.12 9.47 4.710 • 7.50 2 • 3.40 7.81 5.338 0.80 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 27.40 7.81 5.338 2 32.13 9.47 4.710 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.13 Tc(MIN.) = 9.47 TOTAL AREA(ACRES) = 8.30 11 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 . PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1016.00 = 1434.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1016.00 TO NODE 1017.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.89 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1017.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 1017.00 TO NODE. 1017.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.490 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC 11)'-- 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8047 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 8.45 TOTAL RUNOFF(CFS) = 32.13 TC(MIN.) = 10.21 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I' FLOW. PROCESS FROM NODE 1017.00 TO NODE 1018.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SrJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.24 12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.459 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8077 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 9.05 TOTAL RUNOFF(CFS) = 32.59 TC(MIN.) = 10.32 **************************************************************************** FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.10 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.34 DOWNSTREAM(FEET) = 226.30 FLOW LENGTH(FEET) = 43.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH -PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 GIVEN. PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.59 . PIPE TRAVELTIME(MIN.) = 0.06 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.10 = 1743.60 FEET. FLOW PROCESS FROM NODE 1018.10 TO NODE 1019.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 226.30 DOWNSTREAM(FEET) = 224.36 FLOW LENGTH(FEET) = 64.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.58 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.59 PIPE TRAVEL TIME(MIN.) = .0.08 Tc(MIN.) = 10.45 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1807.70 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 13 RAINFALL INTENSITY(INCH/HR) = 4.42 TOTAL STREAM AREA(ACRES) = 9.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.59 FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.829 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF.(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL.RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<( 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 • S.C..S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) 3.09 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 3.68 TC(MIN.) = 2.83 • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * FLOW PROCESS FROM NODE 1041.00 TO NODE 1042.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = • 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 4.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 4.23 14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 7.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1042.00 = 250.00 FEET. ** * *** * ********** * ** ***************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1043.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = .1 PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.21 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1043.00 = 314.70 FEET. FLOW PROCESS FROM NODE 1043.00 TO NODE 1043.00 IS CODE = 81 -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114. NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 9.77 TC(MIN.) = 4.21 FLOW PROCESS FROM NODE 1043.00 TO NODE 1019.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 224.36 FLOW LENGTH(FEET) = 27.90 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.64 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 9.77 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.22 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1019.00 = 342.60 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 15 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.22 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.59 10.45 4.421 9.05 2 9.77 4.22 7.114 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ' 1 30.02 4.22 7.114 2 38.66 10.45 4.421 'COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.66 Tc(MIN.) = 10.45 TOTAL AREA(ACRES) = 10.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1807.70 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.10 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE' (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.36 DOWNSTREAM(FEET) = 223.36 FLOW LENGTH(FEET) = 24.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.5 INCHES • PIPE-FLOW VELOCITY(FEET/SEC.) = 15.93 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1, PIPE-FLOW(CFS) = 38.66 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1831.90 FEET. FLOW PROCESS FROM NODE, 1019.10 TO NODE 1019.10 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ** ** * ** * * ** ********** ****** **************** ****** ****** **** ******** ***** FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS-CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ' *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 16 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.41. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET). = 241.45 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0184 CHANNEL BASE(FEET) = 6..00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.059 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATEDFLOW(CFS) = 2.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 6.41 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.815 TOTAL AREA(ACRES) = • 0.80 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1062.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROMNODE 1062.00 TO NODE 1063.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76 GIVEN PIPE DIAMETER(INCH) = 18.00 -NUMBER OF PIPES = PIPE-FLOW(CFS) = • 3.95 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1063.00 = 393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>OSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 17 ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) 7.03 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1064.00 = 452.00 FEET. FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.711 *USER SPECIFIEb(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8211 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 4.22 TC(MIN.) = 7.03 • FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = • 4.22 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1065.00 = 486.50 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * •* * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.656 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8386 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.64 TC(MIN.) = 7.14 • **************************************************************************** FLOW PROCESS FROM NODE 1065.00 TO NODE 1066.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 18 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<( ELEVATION DATA: UPSTREAM(FEET) 235.96 DOWNSTREAM(FEET) = 234.75 FLOW-LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 6.64 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1066.00 = 595.00 FEET. FLOW PROCESS FROM NODE 1066.00 TO NODE 1066.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.514 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8441 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 12.57 TC(MIN.) = 7.42 FLOW PROCESS FROM NODE 1066.00 TO NODE 1067.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.72 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 12.57 PIPE -TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1067.00 = 689.80 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 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.) = 7.63 RAINFALL INTENSITY(INCH/HR) = 5.42 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.57 FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 19 *USER SPECIFIED(S.UBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 * *** ** * * * **** ****** ********* ************ ******** ***** **** *** ************ FLOW PROCESS FROM NODE 1081.00 TO NODE 1082.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT ='.3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) =. 12.07 SUBAREA AREA(ACRES) = 1.20 • SUBAREA RUNOFF(CFS) = 1.69 AREA-AVERAGE RUNOFF COEFFICIENT = .0.350 TOTAL AREA(ACRES-) = 1.40 PEAK FLOW RATE(CFS) = 1.97 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOWVELOCITY(FEET/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1082.00 = 320.00 FEET. * * * •* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1082.00 TO NODE 1083.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS • 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.06 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1083.00 = 434.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1083.00 TO NODE 1084.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------------- ELEVATIONDATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 201.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.75 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 13.18 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1084.00 = 635.20 FEET. FLOW PROCESS FROM NODE 1084.00 TO NODE 1084.00 IS CODE = 81 ----------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.807 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0. AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 S SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS). = 0.53 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.40 TC(MIN.) = 13.18 FLOW PROCESS FROM NODE 1084.00 TO NODE 1085.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24..0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1085.00 = 660.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1085.00 TO NODE 1067.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.40 S S PIPE TRAVEL. TIME(MIN.) = 0.23 Tc(MIN.) = 13.51 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. * * * * * * * * * * * * * * * * * * •* * * * * * * * * * * * * * * *.* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 IS CODE = 1 21 >>>>>DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE<<<(( >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<(<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.51 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.57 7.63 5.418 2.70 2 2.40 13.51 3.746 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 13.92 . 7.63 5.418 2 11.09 13.51 3.746 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.92 Tc(MIN.) = 7.63 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. * * * * * * * * * * •* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *.* * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1067.00 TO NODE 1068.00 IS CODE = 41 .>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = 233.04 FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.92 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1068.00 = 769.60 FEET. FLOW PROCESS FROM NODE 1068.00 TO NODE 1068.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.378 *USER S'PECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6585 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 4.01 22 TOTAL AREA(ACRES) = 5.55 TOTAL RUNOFF(CFS) = 19.65 TC(MIN.) = 7.71 FLOW PROCESS FROM NODE 1068.00 TO NODE 1069.00 Is CODE = 41 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.26 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 19.65 . PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE . 1069.00 = 950.60 FEET. FLOW PROCESS FROM NODE 1069.00 TO NODE 1069.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.220 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6743 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES)•= 6.05 TOTAL RUNOFF(CFS) = 21.30 TC(MIN.) = 8.08 FLOW PROCESS FROMNODE 1069.00 TO NODE 1070.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SrJBAREA<<<<< >>>>>USING.. USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 MANNING'S N =. 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.81 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 21.30 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1070.00 = 1042.20 FEET. FLOW PROCESS FROM. NODE 1070.00 TO NODE 1070.00 IS CODE = 81 ------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.149 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7128 23 SUBAREA AREA(ACRES) = 1.70 TOTAL AREA(ACRES) = 7.75 TC(MIN.) = 8.25 SUBAREA RUNOFF(CFS) = 7.44 TOTAL RUNOFF(CFS) = 28.45 FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 Is CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING• ELEMENT).<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.22 DOWNSTREAM(FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.46 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 28.45 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 GIVEN PIPE .DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 28.45 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1072.00 = 1380.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1072.00 TO NODE 1019.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.30 FLOW LENGTH(FEET) = 76.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.30 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.45 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.03 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1019.10 = 1456.80 FEET. * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10.IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<( ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Pc INTENSITY AREA 24 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.45. 9.03 4.858 7.75 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1019.10 = 1456.80 FEET. ** MEMORY BANK * 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.66 10.48 4.414 10.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 1831.90 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 61.77 9.03 4.858 2 64.51 10.48 4.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.51 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 18.40 FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 12 >>>>>CLEAR MEMORY BANK * 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.20 IS CODE = 41 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 223.30 DOWNSTREAM(FEET) = 223.20 FLOW LENGTH(FEET) = 2.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.61 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.51 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.20 = 1834.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1019.20 TO NODE 1019.30 IS CODE = 41 ----------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<( >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 223.20 DOWNSTREAM(FEET) = 223.10 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.25 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.51 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.30 = 1836.10 FEET. **************************************************************************** 25 FLOW PROCESS FROM NODE 1019.30 TO NODE 1019.30 IS CODE= 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * '2 <<<<< FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT =-.3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.80 DOWNSTREAM ELEVATION(FEET) = 249.40 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.283 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.468 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) 0.31 FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 249.40 DOWNSTREAM(FEET) = 246.19 CHANNEL LENGTH THRU SUBAREA(FEET) = 133.00 CHANNEL SLOPE = 0.0241 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.207 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0. TRAVEL TIME COMPUTED USING ESTIMATED FLOw(CFS) = . 0.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY-(FEET/SEC.) = 2.20 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 11.29 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.07 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.43 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2002.00 = 183.00 FEET. FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 244.19 DOWNSTREAM(FEET) = 243.29 FLOW LENGTH(FEET) = 89.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.37 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 11.64 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2003.00 = 272.50 FEET. FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 4.13 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 FLOW PROCESS FROM NODE 2020.00 TO NODE 2021.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(StJBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.70 DOWNSTREAM ELEVATION(FEET) = 249.40 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 11.318 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.29 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2021.00 TO NODE 2022.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = • 249.40 DOWNSTREAM(FEET) = 246.02 CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 CHANNEL SLOPE = 0.0294 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 3.990 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500. S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.05 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 12.25 • SUBAREA AREA(ACRES) = • 0.20 SUBAREA RUNOFF(CFS) = 0.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 • TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.96 27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13. FLOW VELOCITY(FEET/SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2022.00 = 165.00 FEET. FLOW PROCESS FROM NODE 2022.00 TO NODE 2003.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 244.02 DOWNSTREAM(FEET) = 243.29. FLOW LENGTH(FEET) = 30.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.35 LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2003.00 = 195.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE, = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 3.97 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.37 11.64 4.125 0.50 2 0.96 12.35 3.971 ' 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 2.27 11.64 4.125 2 2.27 12.35 3.971 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.27 Tc(MIN.) = 12.35 TOTAL AREA(ACRES) = 0.90 LONGEST FLOWPATH. FROM NODE 2000.00 TO NODE . 2003.00 = 272.50 FEET. FLOW PROCESS FROM NODE 2003.00 TO NODE 2004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW-TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.96 DOWNSTREAM(FEET) = 240.52 FLOW LENGTH(FEET) = 42.10 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.50 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2004.00 = 314.60 FEET. FLOW PROCESS FROM NODE 20.04.00 TO NODE 2004.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION.(MIN.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA (ACRES) = 0.90 PEAK FLOW RATE(CFS) .AT CONFLUENCE = 2.27 * ** * ****** ********* ***** ***** *********** *** ** ***** ***** * ********* *** FLOW PROCESS FROM NODE 2030.00 TO NODE 2031.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA. ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 248.57 DOWNSTREAM ELEVATION.(FEET) = 247.45 ELEVATION DIFFERENCE(FEET) = 1.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 . TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 *************************************************************************** FLOW. PROCESS FROM NODE 2031.00 TO NODE 2032.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 247.45 DOWNSTREAM (FEET) = 246.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 97.50 CHANNEL SLOPE = 0.0053 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.55 29 AVERAGE FLOW DEPTH(FEET) = 0.20 Tc(MIN.) = 2.91. SUBAREA AREA (ACRES) = 0.30 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.35 TRAVEL TIME(MIN.) = 1.05 SUBAREA RUNOFF(CFS) = 0.870 PEAK FLOW RATE(CFS) = 1.86 2.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 2030.00 TO NODE 2032.00 = 137.50 FEET. FLOW PROCESS FROM NODE 2032.00 TO NODE 2004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<< ELEVATION DATA: UPSTREAM(FEET) = 244.93 DOWNSTREAM(FEET) = 240.52 FLOW LENGTH(FEET) = 27.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.36 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 2.94 LONGEST FLOWPATH FROM NODE 2030.00 TO NODE 2004.00 = 165.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2004.00 TO NODE. 2004.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.). = 2.94 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 **************************************************************************** FLOW PROCESS FROM NODE 2035.00 TO NODE 2036.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 248.57 DOWNSTREAM ELEVATION(FEET) = 247.45 ELEVATION DIFFERENCE(FEET) = • 1.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2036.00 TO NODE 2037.00 IS CODE = 51 30 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 247.45 DOWNSTREAM(FEET) = 245.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.30 CHANNEL SLOPE = 0.0147 CHANNEL BASE(FEET) = 1.50 "Zn FACTOR= 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 2.82 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.62 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.04 LONGEST FLOWPATH FROM NODE 2035.00 TO NODE 2037.00 = 145.30 FEET. FLOW PROCESS FROM NODE 2037.00 TO NODE 2037.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.'8700 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 2.17 TC(MIN.) = 2.82 **************************************************************************** FLOW PROCESS FROM NODE 2037.00 TO NODE 2004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPLJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<<< ELEVATION DATA: UPSTREAM(FEET) = 241.41 DOWNSTREAM(FEET) 240.52 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 3.13 LONGEST FLOWPATH FROM NODE 2035.00 TO NODE 2004.00 = 234.30 FEET. FLOW PROCESS FROM NODE 200.4.00 TO NODE 2004.00 IS CODE = 1 31 >>>>>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.) = 3.13 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.27 12.42 3.956 . 0.90 2 2.17 2.94 7.114 0.35 3 2.17 3.13 7.114 0.35' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) . (MIN.) (INCH/HOUR) . 1 5.47 2.94 7.114 2 5.60 3.13 7.114 3 4.68 .12.42 3.956 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS). = 5.60 Tc(MIN.) = 3.13 TOTAL AREA(ACRES) = 1.60 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2004.00 = 314.60 FEET. FLOW PROCESS FROM NODE 2004.00 TO. NODE 2005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 240.19 DOWNSTREAM(FEET) = 238.22 FLOW LENGTH(FEET) = 196.90 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.60 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.67 LONGEST FLOWPATFI FROM NODE 2000.00 TO NODE 2005.00 = 511.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 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.) = 3.67 RAINFALL INTENSITY(INCH/HR) = 7.11 32 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.60 FLOW PROCESS FROM NODE 2040.00 TO NODE 2041.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-C<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.30 DOWNSTREAM ELEVATION(FEET) = 249.20 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA. OVERLAND TIME OF FLOW(MIN.) = 12.027 WARNING; THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.039 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.28 ft * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2041.00 TO NODE 2042.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 249.20 DOWNSTREAM(FEET) = .245.70 CHANNEL LENGTH THRU SUBAREA(FEET) =. 210.00 CHANNEL SLOPE = 0.0167 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.693 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED. USING ESTIMATED FLOW(CFS) = 0.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.96 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 13.82 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0'.91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.632 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2042.00 = 260.00 FEET. FLOW PROCESS FROM NODE 2042.00 TO NODE 2043.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.70 DOWNSTREAM(FEET) = 242.48 FLOW LENGTH(FEET) = 122.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14 33 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.17 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MINJ = 14.31 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2043.00 = 382.30 FEET. FLOW PROCESS FROM NODE 2043.00 TO NODE 2043.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.611 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7212 SUBAREA-AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.08 TC(MIN.) = 14.31 FLOW PROCESS FROM NODE 2043.00 TO NODE 2005.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.46 DOWNSTREAM(FEET) = 238.22 FLOW LENGTH(FEET) = 27.50 MANNING'S N = 0.012 DEPTH. OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.08 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.34 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2005.00 = 409.80 FEET. FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT .STREAM FOR CONFLUENCE<(<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<(< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.34 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.60 3.67 7.114 1.60 2 2.08 14.34 3.605 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE * * 34 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.13 3.67 7.114 2 4.92 14.34 3.605 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.13 Tc(MIN.) = 3.67 TOTAL AREA(ACRES) = 2.40 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2005.00 = 511.50 FEET. FLOW PROCESS FROM NODE 2005.00 TO NODE 2006.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 237.89 DOWNSTREAM(FEET) = 232.16 FLOW LENGTH(FEET) = 243.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.68 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.13 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 4.14 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2006.00 = 754.50 FEET. FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 10 -------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2050.00 TO NODE 2051.00 IS CODE = 21 ------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<(<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.40 DOWNSTREAM ELEVATION(FEET) = 242.80 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.755 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Te = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 2051.00 TO NODE 2052.00 IS CODE = 51 >>>>>COMPOTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< • ELEVATION DATA: UPSTREAM(FEET) = 242.80 DOWNSTREAM(FEET) = 235.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0214. 35 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.47 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 4.39 SUBAREA AREA(ACRES) 1.10 SUBAREA RUNOFF(CFS) = 6.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 7.43 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 4.06 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2052.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2052.00 TO NODE 2053.00 IS CODE = 31 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.51 DOWNSTREAM(FEET) = 231.91 FLOW LENGTH(FEET) = 160.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.43 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 4.80 LONGEST FLOWPAT}I FROM NODE 2050.00 TO NODE 2053.00 = 550.40 FEET. * * * * * * * * * * *. * * * * * * * * * * * * * * * * * * * * ,* * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2053.00 TO NODE 2053.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 9.28 TC(MIN.) = 4.80 FLOW PROCESS FROM NODE 2053.00 TONODE 2053.00 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.) = 4.80 36 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.28 FLOW PROCESS FROM NODE 2060.00 TO NODE 2061.00 Is CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< S *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.45 DOWNSTREAM ELEVATION(FEET) = 245.75 ELEVATION DIFFERENCE(FEET) = 1.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.947 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * FLOW PROCESS FROM NODE 2061.00 TO NODE 2053.00. IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.75 DOWNSTREAM(FEET) . 239.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0299 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.77 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 3.21 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 2.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = .3.34 LONGEST. FLOWPATH FROM NODE 2060.00 TO NODE 2053.00 = 260.00 FEET. FLOW PROCESS FROM NODE 2053.00 TO NODE 2053.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 37 TIME OF CONCENTRATION(MIN.) = 3.21 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 ** CONFLUENCE DATA *.* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.28 4.80 7.114 1.50 2 2.17 3.21 7.114 0.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS), (MIN.) (INCH/HOUR) 1 8.38 3.21 7.114 2 11.45 4.80 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.45 Tc(MIN.) = 4.80 TOTAL AREA(ACRES) = 1.85 . LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2053.00 = 550.40 FEET. FLOW PROCESS FROM NODE 2053.00 TO NODE. 2006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.58 DOWNSTREAM(FEET) = 231.33 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.45 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 4.85 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = 574.40 FEET. FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.85 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.85. PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.45 FLOW PROCESS FROM NODE 2070.00 TO NODE 2071.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 38 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 248.55 DOWNSTREAM ELEVATION(FEET) = 247.20 ELEVATION DIFFERENCE(FEET) = 1.35 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.102 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0;31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS-FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<( ELEVATION DATA: UPSTREAM(FEET) = 247.20 DOWNSTREAM(FEET) = 239.02 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL SLOPE = 0.0256 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY.(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 3.90 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 3.09 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 3.44 LONGEST FLOWPATH FROM NODE 2070.00 TO NODE 2072.00 = 370.00 FEET. FLOW PROCESS FROM NODE 2072.00 TO NODE 2006.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.81 DOWNSTREAM(FEET) = 231.33 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)= 3.09 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 4.04 LONGEST FLOWPAT}i FROM NODE 2070.00 TO NODE 2006.00= 459.00 FEET. FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 1 39 >>>>>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.) = 4.04 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 11.45 4.85 2 3.09 4.04 INTENSITY AREA (INCH/HOUR) (ACRE) 7.114 1.85 7.114 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.54 4.04 7.114 2 14.54 4.85 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = . 14.54 Tc(MIN.) = 4.85 TOTAL AREA(ACRES) = 2.35 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = .574.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 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 14.54 4.85 7.114 2.35 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = 574.40 FEET. ** MEMORY BANK * 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.13 4.14 7.114 2.40 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2006.00 = 754.50 FEET. PEAK FLOW RATE TABLE 4* . STREAM RUNOFF Tc INTENSITY . . NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.54 4.14 7.114 2 20.67 4.85 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.67 Tc(MIN.) = 4.85 all TOTAL AREA(ACRES) = 4.75 **************************************************************************** FLOW PROCESS •FROM NODE 2006.00 TO NODE 2006.00 IS CODE =• 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE 2006.00 TO NODE 2007.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>.USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.67 DOWNSTREAM(FEET) = 230.06 FLOW LENGTH(FEET) = 60.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 4.97 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2007.00 = 815.10 FEET. FLOW PROCESS FROM NODE 2007.00 TO NODE 2008.00 IS CODE = 31 >>>>>COMPCJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.06 DOWNSTREAM(FEET) = 228.76 FLOW LENGTH(FEET) = 130.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES S PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.25 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2008.00 = • 945.40 FEET. FLOW PROCESS FROM NODE 2008.00 TO NODE 1019.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<( >>>>?USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 228.76 DOWNSTREAM(FEET) • 223.10 FLOW LENGTH(FEET) = 6.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 • PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.31 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 1019.30 = 1011.90 FEET. FLOW PROCESS FROM NODE 1019.30 TO NODE 1019.30 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE'MEMORY BANK # 2 WITH. THE MAIN-STREAM MEMORY<<<<< 41 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.67 5.31 6.846 4.75 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 1019.30 = 1011.90 FEET.. ** MEMORY BANK * 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.51 10.48 4.413 18.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.30 = 1836.10 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 53.33 5.31 6.846 2 77.83 10.48 4.413 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.83 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 23.15 FLOW PROCESS FROM NODE 1019.30 TO NODE 1020.00 Is CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<(<<< ELEVATION DATA: UPSTREAM(FEET) = 223.10 DOWNSTREAM(FEET) = 223.06 FLOW LENGTH(FEET) = 3.50 MANNING'S N.= 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.9 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 11.80 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 77.83 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1839.60 FEET. * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 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) = 4.41 TOTAL STREAM AREA(ACRES) = 23.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.83 FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): 42 OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPtJTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 235.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0214 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.602 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.17 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 5.61 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 5.46 AREA-AVERAGE RUNOFF COEFFICIENT = 0.865 TOTAL AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) = 6.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1052.00 = 400.00 FEET. FLOW PROCESS FROM NODE 1052.00 TO NODE 1020.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 224.06 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.00 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.78 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1020.00 = 504.30 FEET. FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 43 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.78 RAINFALL INTENSITY(INCH/HR) = 6.48 TOTAL. STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER . (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 77.83 10.49 4.412 23.15 2 6.00 5.78 6.482 1.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCEFORIIULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 48.86 . 5.78 6.482 2 81.92 10.49. 4.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE(CFS) = 81.92 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 24.20 LONGEST FLOWPATH FROM NODE 100000 TO NODE 1020.00 = 1839.60 FEET. FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'.S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.94 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOW(CFS) .= 81.92 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1021.00 = 1850.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 10.50 PEAK FLOW RATE(CFS) = . 81.92 END OF RATIONAL METHOD ANALYSIS 44 45 APPENDIX C Basin 1000: 100-Year 6-Hour Modified Rational Method Analyses (Post-Project, With Detention)• 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 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 S ************************** DESCRIPTION OF STUDY ************************** * J-15767-A S * INVITROGEN-CARLSBAD PROJECT * * 100-YEAR DEVELOPED CONDITION (BASIN 1000) (DETAINED) . * FILE NAME: 1000.DAT TIME/DATE OF STUDY: 09:28 07/15/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: S ------------------------------------------------------------------ 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 5 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM -PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =-0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER...DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) •(FT) (n). 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313-0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: .1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10. TOTAL RUNOFF(CFS) = 0.43 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<(<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR= 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL-RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 6.45 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 250.00 FEET. FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 Is CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0_10 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 6.45 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 Is CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7767 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) 4.92 TC(MIN.) = 6.45 FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = . 4.92 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE .1000.00 TO NODE 1003.00 = 302.50 FEET. FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.919 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES)•= 1.55 TOTAL RUNOFF(CFS) = 7.40 TC(MIN.) = 6.65 FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<. >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.40 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 416.50 FEET. FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.702 3 *USER SPECIFIED(StJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700. S.C.S CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) 10.11 TC(MIN.) = 7.05 S FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<(<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN .24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98 . S GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.11 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.).= 7.23 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE . 1005.00 = 471.50 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) = 5.608 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8160 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 13.04 TC(MIN.) = 7.23 • • * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1005.00 TO NODE • 1006.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = . 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)= 5.63 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.04 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 524.90 FEET. FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 4 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.530 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT .= 0.8226 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 14.78 TC(MIN.) = 7.39 FLOW PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36. GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 14.78 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.00 = 530.90 FEET. FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.523 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8118 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = • 0.25 TOTAL.AREA(ACRES) = 3.35 TOTAL RUNOFF(CFS) =. 15.02 TC(MIN.) = 7.40 * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 41 >)>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N.= 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 15.02 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 = 685.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 5 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8187 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 16.54 TC(MIN.) = 7.86 FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8039 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 18.80 TC(MIN.) = 7.86 ***** ** * * * ** **** ****** ************* *** ***************** *** ******** *** FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME.THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM (FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES- I. PIPE-FLOW(CFS) = 18.80 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1009.00 = 748.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.241 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8106 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 20.82 TC(MIN.) = 8.03 FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN . 36.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 GIVEN PIPE DIANETER(INCH) 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 = 885.50 FEET. FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.091 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8161 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 22.44 TC(MIN.) = 8.40 FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.091 *USER SPECIFIED(StJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8071 S SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 24.24 TC(MIN.) = 8.40 FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU. SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 . GIVEN PIPE .DIA}4ETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 24.24 PIPE TRAVEL TIME(MIN.) = 0.23 . Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1011.00= 974.50 FEET. FLOW PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS CODE = 81 7 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF.COEFFICIENT = 0.8102 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES).= 6.20 TOTAL RUNOFF(CFS) = 25.13 TC(MIN.) = 8.63 * ******* ***** ************************************ * * * * *********************** FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.13 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.84 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1012.00 = 1057.50 FEET. FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.925 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0. AREA-AVERAGE RUNOFF COEFFICIENT = 0.8150 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 6.75 TOTAL RUNOFF(CFS) = 27.10 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.925 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8078 StJBAREA.AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 7.25 TOTAL RUNOFF(CFS) = 28.85 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 41 8 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)'(<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 28.85 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1013.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8091 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 7.40 TOTAL RUNOFF(CFS) = 29.05 TC(MIN.) = 9.05 * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.68 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 29.05 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1014.00 = 1174.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.828 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8044 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 29.12 TC(MIN.) = 9.12 FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 29.12 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.47 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) AT CONFLUENCE= 29.12 FLOW PROCESS FROM NODE 1030.06 TO NODE 1031.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<'<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = • 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) = 245.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.090 100YEARRAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) =. 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL•RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE • 1031.00 TO NODE 1032.00 IS CODE = 51 ------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.00 DOWNSTREAM(FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENS.ITY(INCH/HOUR) = 5.351 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 • TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.78 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS- DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.05 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1032.00 = 310.00 FEET. FLOW PROCESS FROM NODE 1032.00 TO NODE '1015.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = 232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.29 . GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN.,) = 0.03 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1015.00 = 343.00 FEET. FLOW PROCESS FROM NODE 1015.90 TO NODE .1015.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2, ARE: TIME OF CONCENTRATION(MIN.) = 7.81 RAINFALL INTENSITY(INCH/HR) = 5.34' . TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE .= 3.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER ' (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.12 9.47 4.710 7.50 2 3.40 7.81 5.338 0.80 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) S 1 ' 27.40 7.81 5.338 2 ,. 32.13 9.47 , 4.710 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.13 Tc(MIN.) = 9.47 TOTAL AREA(ACRES) = 8.30 11 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1016.00 = 1434.90 FEET. FLOW PROCESS FROM NODE 1016.00 TO NODE 1017.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.89 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1017.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 1017.00 TO NODE 1017.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.490 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = . 8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8047 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 8.45 TOTAL RUNOFF(CFS) = 32.13 TC(MIN.) = 10.21 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 1017.00 TO NODE 1018.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.24 12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.459 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8077 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 9.05 TOTAL RUNOFF(CFS) = 32.59 TC(MIN.) = 10.32 FLOW PROCESS FROM NODE 1018.00 .TO NODE 1018.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.34 DOWNSTREAM(FEET) = 226.30 FLOW LENGTH(FEET) = 43.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES= PIPE-FLOW(CFS) = 32.59 PIPE TRAVEL.TIME(MIN.) = 0.06 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.10 = 1743.60 FEET. FLOW PROCESS FROM NODE 1018.10 TO NODE 1019.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 226.30 DOWNSTREAM(FEET). = 224.36 FLOW LENGTH(FEET) = 64.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.58 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.59 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.45 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1807.70 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 13 RAINFALL INTENSITY(INCH/HR) = 4.42 TOTAL STREAM AREA(ACRES) = 9.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.59 FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA-FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. .*USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 3.68 TC(MIN.) = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 1041.00 TO NODE 1042.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH T}IRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 • NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500. S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 4.10 SUBAREA AREA(ACRES) = 0.70 • . SUBAREA RUNOFF(CFS) = 4.23 14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 7.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1042.00.= 250.00 FEET. FLOW PROCESS FROM NODE 1042.00 TO NODE 1043.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70. MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.21 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1043.00 = 314.70 FEET. FLOW PROCESS FROM NODE 1043.00 TO NODE 1043.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = . 1.86 TOTAL AREA(ACRES) = . 1.60 TOTAL RUNOFF(CFS) = 9.77 TC(MIN.) = 4.21 FLOW PROCESS FROM NODE 1043.00 TO NODE 1019.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 224.36 FLOW LENGTH(FEET) = . 27.90 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.64 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 9.77 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.22 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1019.00 = 342.60 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 15 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF. STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.22 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77. ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.59 10.45 4.421 9.05 2 9.77 4.22 7.114 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.02 4.22 7.114 2 38.66 10.45 4.421 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.66 'Tc(MIN.) = 10.45 TOTAL AREA(ACRES) = 10.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1807.70 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.10 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<( >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.36 DOWNSTREAM(FEET) = ' 223.36 FLOW LENGTH(FEET) = 24.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.93 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 38.66 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1831.90 FEET. FLOW PROCESS FROM NODE '1019.10 TO NODE 1019.10 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #1 <<<<< FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<X<<< *USER SPECIFIED(SUBAREA): . OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 16 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00. UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.41 FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 Is CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.45 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0184 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOrJR) = 6.059 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 6.41 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.815 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1062.00 = 270.00 FEET. FLOW PROCESS FROM NODE 1062.00 TO NODE 1063.00 Is CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76 GIVEN PIPE DIAMETER(INCH) = 18.90 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1063.00 = 393.00 FEET. FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 17 ELEVATION DATA: UPSTREAM(FEET)= 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1064.00 = 452.00 FEET. FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.711 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 sc.s. CURVE NUMBER(AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8211 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 4.22 TC(MIN.) = 7.03 FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.22 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1065.00 = 486.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA T0 MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.656 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8386 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.64 TC(MIN.) = 7.14 S **************************************************************************** FLOW PROCESS FROM NODE 1065.00 TO NODE 1066.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 18 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 235.96 DOWNSTREAM(FEET) 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW (CFS) = 6.64 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1066.00 = 595.00 FEET. FLOW PROCESS FROM NODE 1066.00 TO NODE 1066.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.514 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT =0.8441 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 12.57 TC(MIN.) = 7.42 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * •* * * * * * * * * * * * * * * * * * * * * * *. FLOW PROCESS FROM NODE 1066.00 TO NODE 1067.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.72 GIVEN PIPE DIAMETER(INCH) = 24.00 •NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.57 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1067.00 = 689.80 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 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.) = 7.63 RAINFALL INTENSITY(INCH/HR) = 5.42 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.57 * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<< ------------ 19 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * FLOW PROCESS FROM NODE 1081.00 TO NODE 1082.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) 12.07 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.69 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.40. PEAK FLOW RATE(CFS) = 1.97 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1082.00 = 320.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1082.00 TO NODE 1083.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW -TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.06 .GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.28 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1083.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1083.00 TO NODE 1084.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< AJ >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 201.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.75 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 13.18 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1084.00 = 635.20 FEET. FLOW PROCESS FROM NODE 1084.00 TO NODE 1084.00 IS CODE = 81 ------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.807 *USER SPECIFIED(SUBAREA) URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.40 TC(MIN.) = 13.18 FLOW PROCESS FROM NODE 1084.00 TO NODE 1085.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = .0.013 DEPTH OF FLOW IN 24.0 INCH-PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1085.00 = 660.20 FEET. FLOW PROCESS FROM NODE 1085.00 TO NODE 1067.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0. INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) 0.23 Tc(MIN.) = 13.51 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 IS CODE = 1 21 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<(( >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION'(MIN.) = 13.51 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.57 7.63 5.418 2.70 2 2.40 13.51 3.746 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 13.92 7.63 5.418 2 11.09 13.51 3.746 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.92 Tc.(MIN.) = 7.63 TOTAL AREA(ACRES) = 4.50 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1067.00 TO NODE 1068.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED .PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = 233.04 FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17. GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS). = 13.92 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.71 LONGEST FLOWPATH.FROM NODE 1080.00 TO NODE 1068.00 = 769.60 FEET. FLOW PROCESS FROM NODE 1068.00 TO NODE 1068.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.378 *USER SPECIFIED(SUBAREA): . OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6585 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 4.01 22 TOTAL AREA(ACRES) = 5.55 TOTAL RUNOFF(CFS) = 19.65 TC(MIN.) = 7.71 FLOW PROCESS FROM NODE 1068.00 TO NODE 1069.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.26 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 19.65 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1069.00 = 950.60 FEET. FLOW PROCESS FROM NODE 1069.00 TO NODE 1069.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.2.20 *USER SPECIFIED(StJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0-.6743 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 21.30 TC(MIN.) = 8.08 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *• * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1069.00 TO NODE 1070.00 IS .CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRrJ SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 . MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.81 GIVEN PIPE DIAMETER(INCH) = 30.00 . NUMBER OF PIPES = PIPE-FLOW(CFS) = 21.30 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1070.00 = 1042.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.149 *USER SPECIFIED(StJBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7128 L 23 SUBAREA.AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 7.44 TOTAL AREA(ACRES) = 7.75 TOTAL RUNOFF(CFS) = 28.45 TC(MIN.) = 8.25 FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<(<< ELEVATION DATA: UPSTREAM(FEET) = 229.22 DOWNSTREAM(FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.46 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = .PIPE-FLOW(CFS) = 28.45 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. * ** * * ******* ********* **** ************** *** * ** **** * ************** ** FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED. PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 GIVEN PIPE DIAMETER(INCH) = 36.0.0. NUMBER OF PIPES = PIPE-FLOW(CFS) = . 28.45 PIPE TRAVEL TIME(MIN.) = 0.42 Tc.(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1072.00 = 1380.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1072.00 TO NODE 1019.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.30 FLOW LENGTH(FEET) = 76:60 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.30 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.45 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.03 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1019.10 = 1456.80 FEET. ********** ** * * **** ************* * ******* ****** ********* ********* ** ** ****** * ** FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK * 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 24 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.45 9.03 4.858 7.75 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1019.10 = 1456.80 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.66 10.48 4.414 10.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1831.90 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 61.77 9.03 4.858 2 64.51 10.48 4.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.51 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 18.40 FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.20 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 223.30 DOWNSTREAM(FEET) = 223.20 FLOW LENGTH(FEET) = 2.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.61 'GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.51 PIPE TRAVEL..TIME(MIN.) = 0.00 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.20 = 1834.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1019.20 TO NODE 1019.30 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA:UPSTREAN(FEET) = 223.20 DOWNSTREAM(FEET) = 223.10 FLOW LENGTH(FEET) = 2.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = '19.25 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 64.51 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.30 = 1836.10 FEET. **************************************************************************** 25 FLOW PROCESS FROM NODE 1019.30 TO NODE 1019.30 Is CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK * 2 <(<<< FLOW PROCESS.FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.80 DOWNSTREAM ELEVATION(FEET) = 249.40 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.283 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.468 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 Is CODE = 51. >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<(<< ELEVATION DATA: UPSTREAM(FEET) = 249.40 DOWNSTREAM(FEET) = 246.19 CHANNEL LENGTH THRU SUBAREA(FEET) = 133.00 CHANNEL SLOPE = 0.0241 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.207 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 'TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.20 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 11.29 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.07 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA(ACRES) = 050 PEAK FLOW RATE(CFS) = 1.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC..) = . 2.43 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2002.00 = 183.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<(<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<(<<< ELEVATION DATA: UPSTREAM(FEET) = 244.19 DOWNSTREAM(FEET) = 243.29 FLOW LENGTH(FEET) = 89.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.37 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 11.64 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2003.00 = 272.50 FEET. FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 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.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 4.13 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 FLOW PROCESS FROM NODE 2020.00 TO NODE 2021.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA AIIALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.70 DOWNSTREAM ELEVATION(FEET) = 249.40 ELEVATION DIFFERENCE(FEET). = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 11.318 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.200 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.29 FLOW PROCESS FROM NODE 2021.00 TO NODE 2022 .00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 249.40 DOWNSTREAM(FEET) = 246.02 CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 CHANNEL SLOPE = 0.0294 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 • MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.05 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = CL.94 Tc(MIN.) = 12.25 SUBAREA AREA(ACRES) = • 0.20 SUBAREA RUNOFF(CFS) = 0.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 • TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.96 27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: . DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2022.00 = 165.00 FEET. FLOW PROCESS FROM NODE 2022.00 TO NODE 2003.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL. TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 244.02. DOWNSTREAM(FEET) = 243.29 FLOW LENGTH(FEET) = 30.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.35 LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2003.00 = 195.50 FEET. FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS =. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 3.97 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.37 11.64 4.125 0.50 2 0.96 12.35 3.971 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 2.27 . 11.64 4.125 2 2.27 12.35 3.971 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 2.27 Tc(MIN.) = . 12.35 TOTAL AREA(ACRES) = 0.90 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2003.00 = 272.50 FEET. FLOW PROCESS FROM NODE 2003.00 TO NODE 2004.00 IS CODE = 31 ---------------------------------- ------------------------------ >>>?>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 28 ELEVATION DATA: UPSTREAM(FEET) = 242.96 DOWNSTREAM(FEET) = 240.52 FLOW LENGTH(FEET) = 42.10 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.50 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2004.00 = 314.60 FEET. FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 FLOW PROCESS FROM NODE 2030.00 TO NODE 2031.00 IS CODE = 21 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 248.57 DOWNSTREAM ELEVATION(FEET) = 247.45 ELEVATION DIFFERENCE(FEET) = 1.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 • NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2031.00 TO NODE 2032.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 247.45 DOWNSTREAM(FEET) = 246.93 CHANNEL LENGTH THRU SUBAREA(FEET) = • 97.50 CHANNEL SLOPE = 0.0053 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): • OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC Ill = 0 • TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.55 29 AVERAGE FLOW DEPTH(FEET) = 0.20 Tc(MIN.) = .2.91 SUBAREA AREA(ACRES) = 0.30 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.35 TRAVEL TIME(MIN.) = 1.05 SUBAREA RUNOFF(CFS) = 1.86 0.870 PEAK FLOW RATE(CFS) = 2.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 2030.00 TO NODE 2032.00 = 137.50 FEET. FLOW PROCESS FROM NODE 2032.00 TO NODE 2004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 244.93 DOWNSTREAM(FEET) = 240.52 FLOW LENGTH(FEET) = 27.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.36 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES .= 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 2.94 LONGEST FLOWPATH FROM NODE 2030.00 TO NODE 2004.00 = 165.00 FEET. FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION.(MIN.) = 2.94 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 FLOW PROCESS FROM NODE 2035.00 TO NODE 2036.00 IS'CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 248.57 DOWNSTREAM ELEVATION(FEET) = 247.45 ELEVATION DIFFERENCE(FEET) = 1.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = . 1.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2036.00 TO NODE 2037.00 IS CODE = 51 gTo >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 247.45 DOWNSTREAM(FEET) = 245.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.30 CHANNEL SLOPE = 0.0147 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR =0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT'= .8700 S.C.S., CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.62 TRAVEL TIME THRU.SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 2.82 SUBAREA 'AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.62 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) =. 2.04 LONGEST FLOWPATH FROM NODE 2035.00 TO NODE 2037.00 = 145.30 FEET. FLOW PROCESS FROM NODE 2037.00 TO NODE 2037.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 2.17 TC(MIN.) = 2.82 FLOW PROCESS FROM NODE 2037.00 TO NODE 2004.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 241.41 DOWNSTREAM(FEET) = 240.5,2 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 3.13 LONGEST FLOWPATH FROM NODE 2035.00 TO NODE 2004.00 = 23.4.30 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE = 1 31 >>>>>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.) = 3.13 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.27 12.42 3.956 0.90 2 2.17 2.94 7.114 0.35 3 2.17 3.13 7.114 0.35 RAINFALL INTENSITY -AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.47 2.94 7.114 2 5.60 3.13 7.114 3 •4.68 12.42 3.956 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.60 Tc(MIN.) = 3.13 TOTAL AREA(ACRES) = 1.60 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2004.00 = 314.60 FEET. FLOW PROCESS FROM NODE 2004.00 TO NODE 2005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 240.19. DOWNSTREAM(FEET) 238.22 FLOW LENGTH(FEET) = 196.90 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.60 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.67 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2005.00 = 511.50 FEET. FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 .CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 3.67 RAINFALL INTENSITY(INCH/HR) = 7.11 32 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.60 FLOW PROCESS FROM NODE 2040.00 TO NODE 2041.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC.II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.30 DOWNSTREAM ELEVATION(FEET) = 249.20 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.027 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.039 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.28 FLOW PROCESS FROM NODE 2041.00 TO NODE 2042.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPLJTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 249.20 DOWNSTREAM(FEET) = 245.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE =. 0.0167 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.693 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.73 TRAVEL TIME THRU SUBAREA -BASED ON VELOCITY(FEET/SEC.) = 1.96 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 13.82 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.632 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2042.00 = 260.00 FEET. FLOW PROCESS FROM.NODE 2042.00 TO NODE 2043.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.70 DOWNSTREAM(FEET) = 242.48 FLOW LENGTH(FEET) = 122.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14 33 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.17 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 14.31 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2043.00 = 382.30 FEET. FLOW PROCESS FROM NODE 2043.00. TO NODE 2043.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.611 *USER SPCIFIED,(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7212 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.08 TC(MIN.) = 14.31 FLOW PROCESS FROM NODE 2043.00 TO NODE 2005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>)>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< r >>>>>tJSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 242.46 DOWNSTREAM(FEET) = 238.22 FLOW LENGTH(FEET) = 27.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.). = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 6,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.08 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.34 LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2005.00 = 409.80 FEET. FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.34 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 ** CONFLUENCE DATA ** STREAM RUNOFF Pc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.60 3.67 7.114 1.60 2 2.08 14.34 3.605 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 34 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (.MIN.,) (INCH/HOUR) 1 6.13 3.67 7.114 2 4.92 14.34 3.605 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.13 Tc(MIN.) = 3.67 TOTAL AREA(ACRES) = 2.40 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2005.00 = 511.50 FEET. FLOW PROCESS FROM NODE 2005.00 TO NODE 2006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 237.89 DOWNSTREAM(FEET) = 232.16 FLOW LENGTH(FEET) = 243.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.68 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.13 S PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 4.14 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2006.00 = 754.50 FEET. FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 3 <<<(< FLOW PROCESS FROM NODE 2050.00 TO NODE 2051.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.40 DOWNSTREAM ELEVATION(FEET) = 242.80 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.755 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = .0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 FLOW PROCESS FROM NODE 2051.00 TO NODE 2052.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 242.80 DOWNSTREAM(FEET) = 235.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0214 35 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSIT.Y(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.47 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 4.39. SUBAREA AREA(ACRES) = 1-.10 SUBAREA RUNOFF(CFS) = 6.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 7.43 END OF-SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 4.06 LONGEST FLOWPATH FROM NODE 2059.00 TO NODE 2052.00 = 390.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *.* * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2052.00 TO NODE 2053.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME. THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 233.51 DOWNSTREAM(FEET) = 231.91 FLOW LENGTH(FEET) = 160.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES S PIPE-FLOW VELOCITY(FEET/SEC.).= 6.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.43 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 4.80 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2053.00 = 550.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE .2053.00 TO NODE 2053.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8790 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 9.28 TC(MIN.) = 4.80 ***** ****************** * * **** * * ** **************************** * FLOW PROCESS FROM NODE 2053.00 TO NODE 2053.00 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.) = 4.80 . 36 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.28 FLOW PROCESS FROM NODE 2060.00 TO NODE 2061.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.45 DOWNSTREAM ELEVATION(FEET) = 245.75 ELEVATION DIFFERENCE(FEET) = 1.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.947 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY.IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2061.00 TO NODE 2053.00 IS ,CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW(<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 245.75 DOWNSTREAM(FEET) . 239.48 CHANNEL LENGTH. THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0299 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.77 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 3.21 . SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.35. PEAK FLOW RATE(CFS) = 2.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 3.34 LONGEST FLOWPATH FROM NODE 2060.00 TO NODE 2053.00 = 260.00 FEET. FLOW PROCESS FROM NODE 2053.00 TO NODE 2053.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 37 TIME OF CONCENTRATION(MIN.) = 3.21 RAINFALL INTENSITY(INCH/HR). 7.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.28 4.80 7.114 1.50 2 2.17 3.21 7.114 0.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF T.c INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.38 3.21 7.114 2 11.45 4.80 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.45 Tc(MIN.) = 4.80 TOTAL AREA(ACRES) = 1.85 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2053.00 = 550.40 FEET. FLOW PROCESS FROM NODE 2053.00 TO NODE 2006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 231.58 DOWNSTREAM(FEET) = 231.33 FLOW LENGTH(FEET) 24.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.45 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 4.85 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = 574.40 FEET. * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = • 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.85 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.45 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2070.00 T0 NODE 2071.00. IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 248.55 DOWNSTREAM ELEVATION(FEET) = 247.20 ELEVATION DIFFERENCE(FEET) = 1.35 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.102 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 247.20 DOWNSTREAM(FEET) = 239.02 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL SLOPE = 0.0256 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 3.90 SUBAREA AREA(ACRES) =. 0.45 SUBAREA RUNOFF(CFS) = 2.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 3.09 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 3.44 LONGEST FLOWPATH FROM NODE 2070.00 TO NODE 2072.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2072.00 TO NODE 2006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPLJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 236.81 DOWNSTREAM(FEET) = 231.33 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.012. DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 4.04 LONGEST FLOWPATH FROM NODE 2070.00 TO NODE 2006.00 = 459.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 1 39 >>>>>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.) = 4.04 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 11.45 4.85 2 3.09 4.04 INTENSITY AREA (INCH/HOUR) (ACRE) 7.114 1.85 7.114 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.54 4.04 7.114 2 14.54 4.85 7.114 COMPUTED CONFLUENCE ESTIMATES, ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = .14.54 Tc(MIN.) = 4.85 TOTAL AREA(ACRES) = 2.35 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = 574.40 FEET. FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 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 14.54 4.85 7.114 2.35 LONGEST FLOWPATH FROM NODE 2050.00 TO NODE 2006.00 = 574.40 FEET. ** MEMORY BANK * 3 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) . (MIN.) (INCH/HOUR) (ACRE) 1 6.13 4.14 7.114 2.40 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2006.00 = 754.50 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS). (MIN.) (INCH/HOUR) 1 18.54 4.14 7.114 2 20.67 4.85 7.114 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.67 Tc(MIN.) = 4.85 40 TOTAL AREA(ACRES) = 4.75 FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 Is CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE 2006.00 TO NODE 2007.00 Is CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>tJSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.67 DOWNSTREAM(FEET) = 230.06 FLOW LENGTH(FEET) = 60.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 4.97 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2007.00 = 815.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2007.00 TO NODE 2008.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 230.06 DOWNSTREAM(FEET) = 228.76 FLOW LENGTH(FEET) = 130.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.25 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2008.00 = 945.40 FEET. FLOW PROCESS FROM NODE 2008.00 TO NODE 1019.30 IS CODE = 31 ------------------------------------------------------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 228.76 DOWNSTREAM(FEET) = 223.10 FLOW LENGTH(FEET) = 66.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.67 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.31 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 1019.30 = 1011.90 FEET. FLOW PROCESS FROM NODE 1019.30 TO NODE 1019.30 IS CODE = 7 ------------------------------------------------------------------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 41 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.51 RAIN INTENSITY(INCH/HOUR) = 4.70 TOTAL AREA(ACRES) = 4.75 TOTAL RUNOFF(CFS) = 9.80 FLOW PROCESS FROM NODE 1019.30 TO NODE 1019.30 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 9.80 9.51 4.699 4.75 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 1019.30 = 1011.90 FEET. ** MEMORY BANK * 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.51 10.48 4.413 18.40 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.30 = 1836.10 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.32 9.51 4.699 2 73.71 10.48 4.413 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.71 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 23.15 FLOW PROCESS FROM NODE 1019.30 TO NODE 1020.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEE') = 223.10 DOWNSTREAM(FEET) = 223.06 FLOW LENGTH(FEET) = 3.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.64 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 73.71 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1839.60 FEET. FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = >>>>>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) = 4.41 ri TOTAL STREAM AREA(ACRES) = 23.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.71 FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 Is CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<<< *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 090 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930' .100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 235.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0214 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 . MAXIMUM DEPTH(FEET) = 0.50. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.602 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.27 TRAVEL TIME THRU-SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.17 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 5.61 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 5.46 AREA-AVERAGE RUNOFF COEFFICIENT = 0.865 TOTAL AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) = 6.00 END OF SUBAREA CHANNEL FLOW. HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1052.00 = 400.00 FEET. FLOW PROCESS FROM NODE 1052.00 TO NODE 1020.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 224.06 FLOWiLENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79 43 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.00 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = •5.78 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1020.00 = 504.30 FEET. * * * * *** ******* ***************** ** **** ** ******** *** *************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.78 RAINFALL INTENSiTY(INCH/HR) = 6.48 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00 4;* 'CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1. 73.71 10.49 2 6.00 5.78 INTENSITY AREA (INCH/HOUR) (ACRE) 4.412 23.15 6.482 1.05 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 46.59 5.78 •6.482 2 77.79 10.49 4.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.79 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 24.20 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1839.60 FEET. ********* *** * * * *** ******** ****** ***** ***** ****** ************ *** ***** FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<Z<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.72 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 77.79 PIPE TRAVEL TIME(MIN.) 0.01 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1021.00 = 1850.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 10.50 PEAK FLOW RATE(CFS) = 77.79 44 END OF RATIONAL METHOD ANALYSIS 45 46 APPENDIX D HEC-1 Detention Analysis * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * * U.S. ARMY CORPS OF ENGINEERS * JUN 1998 * . * HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 15JUL08 TIME 09:31:39 * * * * * * *** (916) 756-1104 * * * * ** ******* * ** ***** *** *** * x x xxxxxxx xxxxx x x x x x oc x x x x 'xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx. xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AIISKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREP.K OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS : WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 11 ri NEC-i INPUT PAGE ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 ........8 .......9 ......10 *DIAGRAM S : ID INVITROGEN PARKING LOT J-15767-A 100-YEAR IT 2 01JAN90 1200 200 10 3 2 KKINV100.hcl KM RUN DATE 7/15/2008 KM RATIONAL METHOD HYDROGRAPH PROGRAM KM COPYRIGHT 1992, 2001, RICK ENGINEERING COMPANY KM 6HR RAINFALL IS 2.7 INCHES KM RATIONAL METHOD RUNOFF COEFFICIENT IS 0.8282 KM RATIONAL METHOD TIME OF CONCENTRATION IS 5 MIN. KM FOR THIS DATA TO RUN PROPERLY THIS IT CARD MUST BE ADDED TO YOUR NEC-i KM IT 2 01JAN90 1200 200 BA 0.0074 IN 5 01JAN90 1158 QI 0 • 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.7 QI 0.7 0.7 0.7 0.8. 0.8 0.8 0.8 0.8 6.8 0.9 01 0.9 0.9 0.9 0.9 1 1 1 1.1 1.1 1.1 QI 1.1 1.2 1.2 1.3 1.3 1.4 1.5 1.6 1.6 1.8 QI 1.9 2.1 2.2 2.5 2.7 3.3 3.8 5.5 15.1 20.67 QI 4.4 3 2.3 1.9 1.7 1.5 1.4 1.3 1.2 1.1 01 1 1 0.9 0.9 0.8 0.8 0.8 0.8 0.7 0.7 QI 0.7 0.7 0.6 0 0 0 0 0 0 0 QI 0 0 0 0 NE INV KO 0 0 0 0 .21 RS 1 STOR -1 SV 0 .1005 .139 .213 SQ 0 .4.63 6.52 9.8 SE 100 101 102. . 103 zz LINE FREE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 i7 18 19 20 21 22 23 24 25 26 27 28 29 30 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE. (v) ROUTING C--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<- - -) RETURN OF DIVERTED OR PUMPED FLOW 4 INV100.h V . V 24 INV (***) RUNOFF ALSO COMPUTED AT THIS LOCATION ** ** * ** ****** ** ****** * **** * * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * .JUN 1998 * VERSION 4.1 * * * * RUN DATE 15JUL08 TIME 09:31:39 * * * * * U.S.ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * . 609 SECOND STREET DAVIS. CALIFORNIA 95616 * (916) 756-1104 INVITROGEN PARKING LOT J-15767-A 100-YEAR 3 10 OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 1JAN90. STARTING DATE ITIME 1200 STARTING TIME NQ 200 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1JAN90 ENDING DATE NDTIME 1838 ENDING. TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE . 6.63 HOURS ENGLISH UNITS DRAINAGE. AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW .• CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** .*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** .** *** *** *** *** *** *** *** *** *** *** ** * ** **** * * **** * * * 4)U( * INV100.h * ci * * * ** * ** * * *** * * * RUN DATE 7/15/2008 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001, RICK ENGINEERING COMPANY 6HR RAINFALL IS 2.7 INCHES RATIONAL METHOD RUNOFF COEFFICIENT IS 0.8282 RATIONAL METHOD TIME OF CONCENTRATION IS S MIN. FOR THIS DATA TO RUN PROPERLY THIS IT CARD MUST BE ADDED TO YOUR HEC-1 IT 2 01JAN90 1200 200 • 14 IN TIME DATA FOR INPUT TIME SERIES JXMIN 5 TIME INTERVAL IN MINUTES JXDATE 1JAN90 STARTING DATE JXTIME 1158 STARTING TIME SUBBASIN RUNOFF DATA 11 BA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA HYDROGRAPH AT STATION INV100.h PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 6.63-HR 20. 4.03 (CFS) 2. 2. 2. 2. (INCHES) 2.222 2.224 2.224 2.224 (AC-PT) 1. 1. 1. 1. CUMULATIVE AREA = .01 SO MI STATION INV100.h . (0) OUTFLOW 0. 2. 4. 6. 8. 10. 12. 14. 16.' 18. 20. 0. .0 DARRMN PER . . 11200 1.0 -------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 11202 2.0 • ' 11204 3. 0 . 11206 4. 0 •' . 11208 5. o . • • ' . .. 1120 6. 0 . 11212 7. 0 . 11214 8. 0 • . 11216 9. 0 . 11218 10. 0 . 11220 11. .0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11222 12. 0 . . 11224 13. 0 . . . 11226 14. 0 11228 15. 0 . . 11230 16. 0 . . 11232 17. 0 . 11234 18. 0 11236 .9. 0 . 11238 .20. 0 . 11240 21. .0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ......................... 11242 22. 0 11244 23. 0 . ' .. . . . . . . 11246 24. 0 . . • . 11248 25. 0 . . . . . . . 11250 26. 0 11252 27. 0 . • . . . • . . . • . . 11254 28. 0 . . . . ... . . . . 11256 29. 0 . . . . . . . . 11258 30. 0 .11300 31. . 0 .......................................................... . 11302 32. 0 . . . . . . . . . . 11304 33. 0 11306 34. 0 . . . .. . 11308 35. 0 • . . ' . . 11310' 36. 0 . . . . . . . . . . 11312 37. 0 . . . . . • .. . . .. . 11314 38. 0 . . . . . . . . • . . 11316 39. 0 . . • . . . . . . • 11318 40. 0 . . . . . .. .. . 11320 41. 11322 42. 0 11324 43. 0 . • . . . . . . . • . 11326 44. 0 . . . 11328 45. 0 . . . • . . . . . . . 11330 46. 0 . . . . . . . . . 11332 47. 0 . . . . • . . ' . . . . . : . 11334 48. 0 . . . . . . . 11336 49. 0 11338 50. 0 11340 51.. •0 ................ . . 11342 52. 0 . . . . 11344 53. 0 • . 11346 54. 0 . . . . 11348 55. 0 . . . 11350 56. 0 11352 57. 0 11354 58. 0 11356 59. 0 11358 60. 0 . . .11400 61 .............................................................. 11402 0 . . 11404. 0 . . . 11406 0 . . . 11408 65 0 . . . . 11410 .66. 0 11412 0 . . 11414 0 . . 11416 0 . . 11418 0 . . . . 11420 . . 0 ........................................................... 11422 0 . . 11424 0 . . . 11426 0 . . 11428 0 . . 11430 0 . . . . 1i432 0 . . 11434 0 . . . . . 11436 0 . . . . 11438 0 . . . 11440 . . 0 .......................................................... 11442 0 .. . . 11444 0 . . . 11446 0 . . . 11448 0 . . 11450 86 0 . . . 11452 0 . . 11454 0 . . . 11456 0 . . 11458 0 . . . 11500 . . . 0 .......................................................... 11502 92 0 . . . . 11504 93• 0 . . . 11506 94 0 . . . 11508 95 0 . . . 11510 96 ó . . . 11512 97 0 . . . 11514 0. • • . . . 11516 0 • . • . . • 11518 100 0 • • • . . . . . 11520 101.......0 ....................................................... 11522 102. 0 • . . . . 11524 103 .0 . . 11526 104 .0 .• .• . . . 11528 .0 • • • . . . 11530 0 . • . . 11532 107. 0 . . . 11534 108 0 • • . . 11536 109 0 . . . 11538 110 0 . • : • . . . 11540 111 ............................................................. 11542 112 0 • • . . : • 11544 113 0 • • . • . . 11546 114. . 0 . . • . 11548 115 0 . • . • . .. 11550 116 . 0 . S 11552 117 5 . o S 11554 118 0 S 11556 119 • 0 . 11558 120 S 11600 121 ............................................................... 11602 122 . . 0 . 11604 123 : 0 : 11606 124 . 0 . 11608 125 . . 0 . . . 11610 126 . S 0 . 11612 127 . 0 11614 128 0 11616 129 . 0 S 11618 130 .0 . 11620 131 ......O..................................... . . . ................ 11622 132 0 . . 11624 133 0 . 11626 134 0 . 11628 135 0 . . 11630 136 0 11632 137 0 S . 11634 138 0 . . 11636 139 0 . . 11638 140 0 S . 11640 141. .0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11642 142 0 . . . 11644 143 0 11646 144 0 S S 11648 145 0 11650 146 0 S . 11652 147 0 . 11654 148 0 11656 149 0 11658 150 •0 S S 11706 151 ................................................................. 11702 152 0 11704 153 0 11706 154 0 11708 155 0 11710 156 0 11712157 0 11714 158 0 S . 11716 159 0 11718 160 0 S S 11720 161 . .............................. . . . .S S . 11722 162 0 11724 163 0 11726 164 0 . 11728 165 0 S S 55 11730 166 0 11732 167 0 11734 168 0 11736 169 0 11738 170 0 11740 171. .0 . . . . . . . . .. .. . . .. . . . . . . .. . . . . . . . . . . . 11742 172. 0 11744 173. 0 11746 174. 0 11748 175. 0 11750 0 . 11752 0 . S 11754 0 . 11756 0 . 11758 0 . 11800 0 ............................................................... 11802 182.0 . 11804 1830 11806 1840 11808 1850 11810 1860 . S 11812 1870 . . 11814 1880 11816. 1890 11618 1900 11820 1910 .............................................................. 11822 1920 . . . . . . . . . . . . 11824 1930 . . . . . . . . . 11826 1940 . . . . . . . . . . . . 11828 1950 11830 1960 . . . . . . . . . . . . 11832 1970 11834 1980 11836 1990 . . . . . . . . .S 11838 2000 ----------------------- ---------------------------------- ------------.---------.---------.---------.---------. a., a.. a., a,, a,, a., a.. ,,,•a** ...• a,, a.* .** a., ,*. *** a., a,. *.* a.. a,, ..* a.. **a a,. ..* ... ... a,, •**a aa•a a.. ** * * 24 K * tHy * * a 25 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH lOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 200 LAST ORDINATE PUNCHED OR SAVED TIMINT .033 TIME INTERVAL IN HOURS HYDROGRAPH ROUTING DATA 26 RE STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION • RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND 0 COEFFICIENT 27 SV STORAGE .0 .1 .1 .2 28 SQ DISCHARGE 0. S. 7. 10. 29 SE . ELEVATION 100.00 101.00 102.00 103.00 .aa HYDROGRAPH AT STATION INV PEAK FLOW TIME - MAXIMUM AVERAGE FLOW (CFS) (HA) 6-HR 24-HR 72-HR 10. 4:10 (CPS) 2. 2. 2. (INCHES) 2.204 2.233 2.233 (AC-FT) 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) • (HA) 6-HR 24-HR 72-HR 0. 4.10 0. 0. 0. .PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HE) 6-HR 24-HA 72-HA 103.00 4.10 .100.43 100.39 100.39 S CUMULATIVE AREA = .01 SQ MI a.. 6.63-HR 2. 2.233 1. 6.63-HR 0. 6.63 HR 100.39 STATION INV (I) INFLOW, (0) OUTFLOW 0. 4. 8. 12. 16 20. 0 0. 0 0 0 0 0 (S) STORAGE .0 . .0 .0 .0 .0 .0 .0 .1 .2 .3 .0 .0 DARRI4N PER 11200 1.1 ----------------------------------------------------------- S 11202 2.1 . . . . .S . . 11204 3.01 . . . • . .S . . 11206 4.01 . . . . .S ' . • . 11208 5.01 . . . . .S 11210 6.01 • .S . . S • . 11212 7.01 • .S . . . • 11214 8.01 S • .S . . . . • 11216 9.01 .S . . . 11218 10.01 .S . • . S 11220 11.01 ............................................................ 11222 12.01 S .s • . . S • 11224 13.01 • • • S . . • 11226 14.01 . .. S . 11228 15.01 S • .S . . . . 11230 16. I . • S • .s . . . • 11232 I S . . . . 11234 I S • . . . 11236 19. I .S . . . • • 11238 I .S . . . • . 11240 I ... • S 11242 I . • S ' .S . . • . . 11244 I .s • . • . 11246 I • .S . . . 11248 I • .5 . . . 11250 I • .S • • . . . .11252 I • .S . . . 11254 I S .S . . . . 11256 I • .S . . . . 11258 I .S . . . 11300 I ............................................................. 11302 I .S . S , . . .. . 11304 I . . . s . . . . .11306 34.. I . s . . . . 11308 I . . . . . S s 11310 I . . . S. . . S . . . .. . 11312 I . S . . . 11314 38.1 .' S . S 11316 I . S . S . 11318 I , . S S 11320 I ......... ... ..................s ............................S 11322 42..! . s . . 11324 I . . . . . . S 11326 I . .' . . . . . S . . . . . 11328 I . . •• . . . S. . . .. 11330 I S . . . . . . . S . . . . . 11332 I . . . . . . . S 11336 I . S . 11338 I S . 11340 I . , ...................................... . . . . . . . . . . . . . . . . . . . 11342 I S . 11344 1 S . S 11346 54 I . S . 11348 55 J . 11350 56 I s . 11352 57 I . . s . 11354 58 I . S . 11356 59 I . S . 11358 60 I s . 11400 61 1 ............................................................. 11402 62 I . . S 11404 63 I S . 11406 64 I S . 11408 65 I S S . . 11410 66 01 S . 11412 67 01 S . 11414 01 . S . 11416 01 . S . S 11418 I . . S S . 11420 .1: . . . . . . . . . . . . . . . . . . . . . . . . . . . . S ............................ 11422 I S . S 11424 I . S . . 11426 I . S . 11428 I . S . . 11430 I . . . 11432 I . S . 11434 I . S . S 11436 I . S . 11438 80. I . S . 11440 Si. ....................... 11442 I . . S . 11444 I . S . 11446 I S $ . 11448 I . S S 11450 I . S . 11452 I . S . . 11454 01 . . S . 11456 01 . S . 11458 01 S . S S 11500 .01 ........................ .. . 11502 01 . . . S . 11504 01 S . $ . . 11506 I . S . S 11508 I . S . 11510 I - . S . . 11512 I . S . . 11514 01 . S . 11516 01 . S . 11518 01 ' . S . . 11520 . 01 .............................S ............................ 11522 01 . S 11524 01 . S . 11526 01 . S . 11528 . OX . s . 11530 0! S . 11532. )cl4 1AR 01 fT S . 11536 0 I .. S S S 11538 0 I S . 11540 . . oi: . ....................................................... 11542 0 I . . . . . S . s- 11544 0 1 . . . . . . . S . . . . 11546 0 I S . 11548 0 I . S . . . 11550 0 .1 S . 11552117. 0. I S . . 11554 118 0 I . S . . 11556 119 0 I . S . . . 11558 120 . 0 I . .S . . 11600 121 .......................................s ....................... 11602 122 0 I . S . 11604123 . 0 I . S . 11606 124 . 0 I . .S . . 11608 125 .1 . 0 . .S . 11610 126 I . 0 . S . 11612 I .0 S S . 11614 I . 0 : . 11616 I . 0 . S . . 11618 I 0 . S . . 11620 -1 . . . . . 0 . . . . . . ... . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . 11622132. I . 0 . .S . . . 11624133. I . 0 . .S . 11626134. I .0 s .. 11628 I .0 . S . 11630 I 0 . S . . . 11632 I 0 S . 11634 I .0 S : 11636-139. I 0 S s . 11638 I 0 11640 1. .0 . ... . . . . . . . . . . . . . . . . . . . . s . . . . . . . . . . . . . . ... . 11642142. I 0 S S 11644143. I 0 . S • S . 11646144. 10 S . S . . . 11648 I 0 . $ . . 11650 I 0 . . S . . . . . 11652 I 0 S . . 11654 I 0 S . 11656 10 S . . 11658150.10 . S S S S 11700 I 0 ........................................................... 11702 10 S . . 11704153.10 . S S 11706154.10 S . 11708 10 S . 11710 10 S . . 11712 10 S . . 11714158. 10 . - S . 11716 10 S S 11718 10 S 5 5 S 11720 10............................................................ 11722 10 . S . S - S . 11724 10 . S . S 11726164. I S S . 11728 I S . 11730 I S S 11732 I S . 11734 11736 . I S S 11738 I S . 11740 I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S ........................... 11742 I . 11744 1 S . 11746 I s . 11748 I . S s . . 11750 I . . . . S . .' '11752 I . . . s . S 11754 I . s . . 11756 I 11758 I . . s . 11800 181.10 .............................................................. 11802 1821 0 . . . . . S . 11804 18310 . . . . . S . . 11806 18410 . . . S . . 11808 18510 . . . . . S 11810 18610 . . . . . S . 11812 18710 . .. S .. . S . . 11814 18810 . . . . . S 11816 18910 . . . . .s . . 11818 19010 . . . . .s 11820 19110............................................................. 11822 1921 . . . . S . . 11824 1931 . . . S S . . 11826 1941 . . . . S 11828 1951 . . . S S . . 11830 1961 . . . . s . . S '• 11832 1971 . . . . S . . . 11834 1981 . . . . S . . 11836 1991 . . . . S . . 11838 2001-.--------------- -,------ -- . ------------------------ s ----------------- .---------S---------. .. RUNOFF SUMMARY • • FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD • BASIN • MAXIMUM. TIME )F OPERATION STATION • FLOW PEAK 6-HOUR 24-HOUR 72-HOUR • AREA STAGE • MAX STAGE MYDROGRAPH AT INV100.h 20. 4.03 2. 2. 2. .01 ROUTED TO INV 10. 4.10 2. 2. • 2. . .01 103.00 4.10 *** NORMAL END OF HEC-1 •* APPENDIX E Support Material for Hydrologic Analysis \\sr-_rIb1\RtokSrdord\Eer,t Iey_2OO6workspoce\ or I NVITROGEN DATE: JULY 14, 2008 JOB NUMBER: 15767 Ibl\RIckStcndardS\BefltIey_2OO6\*orkSpOce\PrOJeC*S'COrPStdS_ZOO5_5U\lPOt\COrPStCS_ZUU.U. Pen