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Home My WebLink AboutCT 05-10; Poinsettia Properties The Tides; Drainage; 2011-03-15•*iWHJ»& .v.\ .•••'••. V COM ii - -'r.- --.- . •.,,."•DRAINAGE STUDY FOR POINSETTIA PROPERTIES (THE TIDES) [FINAL ENGINEERING] JOB NUMBER 14826-C November 19, 2010 REVISED: January 26,2011 REVISED: March 15, 2011 .' RICK ENGINEERIN^COM^NY rickengineering.com DRAINAGE STUDY FOR POINSETTIA PROPERTIES (THE TIDES) [FINAL ENGINEERING] PUD 05-08, DWG 469-8A Job Number 14826-C Prepared for: K. Hovnanian at Carlsbad, LLC 1500 S. Haven Avenue, Suite 1000 Ontario, California 91761 (909) 937-3270 Prepared by: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 November 19, 2010 Revised: January 26,2011 Revised: March 15,2011 TABLE OF CONTENTS Introduction 1 Vicinity Map 3 Hydrologic Methodology and Criteria 4 Hydraulic Methodology and Criteria 6 Pipe Flow Methodology and Criteria 6 Inlet Design Methodology and Criteria 7 Summary 9 Conclusion 11 Tables: Table 2.1: Summary of 100-Year 6-Hour Post-Project Peak Discharge Rates 6 Table 3.1: Summary of Modified Rational Method Results for Poinsettia Properties (The Tides) ..10 Appendices: Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Basin 1000: 100-Year 6-Hour Modified Rational Method Analyses (Pre- and Post-Project Condition) Basin 2000: 100-Year 6-Hour Modified Rational Method Analyses (Pre- and Post-Project Condition) Support Material for Hydrologic Analyses Pipe Flow Hydraulic Analyses Inlet Sizing Calculations Map Pockets: Map Pocket 1: Drainage Study Map for Carlsbad Tract CT 05-10 [Post-Project Condition] Map Pocket 2: Drainage Study Map for Carlsbad Tract CT 05-10 [Pre-Project Condition] Prepared by: Rick Engineering Company Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Introduction This report presents the post-project analysis for the Carlsbad Tract CT 05-10 project (herein referred to as "the project") in support of final engineering. The project consists of a planned residential development consisting of 31 lots and related surface and utility improvements on a previously graded vacant parcel. The purpose of this report is to provide hydrologic analysis for the post-project condition to acquire the appropriate final engineering permits, and to properly design drainage facilities to discharge storm water runoff per City standards. Project Location: The project site is located in Carlsbad, California east of Interstate 5 at the southwest intersection of Poinsettia Lane and Lowder Lane, approximately 4,000 feet north of Batiquitos Lagoon. See the Vicinity Map on Page 3 for the approximate location of the project site. Project Description and Features: The project consists of constructing 27 single-family residences, four private residential driveways and a recreation area on a 5.1-acre property. Off-site run-on is not anticipated, and runoff will be discharged into the existing public (hardline) storm drain system until the ultimate discharge point in Batiquitos Lagoon. For this reason, a pre-project drainage analysis was not performed. Final engineering grading and improvement plans prepared for this project is City of Carlsbad Dwg. No. 469-8A and Dwg No. 469-8, respectively. Hydrology: In the post-project condition, storm water runoff from the driveways and residential lots is collected in curb inlets and catch basins and conveyed across the site in a northwesterly direction before discharging into an existing storm drain system on the western edge of the project site. This existing storm drain system flows southwesterly before discharging into Batiquitos Lagoon entirely through a pipe (hardline) system. Prepared by: 1 Revised: March 15, 2011 Rick Engineering Company CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Water Quality: The storm drain systems will include different low impact development, source control and treatment control BMPs to achieve water quality treatment to the maximum extent practicable (MEP). Refer to the report titled, "Storm Water Management Plan for Carlsbad Tract CT 05-10" prepared by Rick Engineering Company, dated September 20, 2010 (Rick Engineering Company Job Number 14826-C) for further discussion of storm water quality requirements and post- construction BMPs. Prepared by: Rick Engineering Company Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) CITY OF OCEANS! DE HIGHWAY NOT TO SCALE CITY OF VISTA PACIFIC OCEAN CITY OF SAN MARCOS CITY OF ENCINITAS VICINITYMAP NO SCALE Prepared by: Rick Engineering Company 3 Revised: March 15, 2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Hydrologic Method & Criteria 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 and where junctions of independent drainage systems occur. 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 Code Code Code Code Code Code Code 1: 2: 3: 4: 5: 6: 7: 8: Confluence analysis at a node Initial subarea analysis Pipe flow travel time (computer-estimated pipe sizes) Pipe flow travel time (user-specified pipe size) Trapezoidal channel travel time Street flow analysis through a subarea User-specified information at a node Addition of the subarea runoff to mainline Prepared by: Rick Engineering Company Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Code 9: V-Gutter flow through subarea Code 10: Copy mainstream data onto a memory bank Code 11: Confluence a memory bank with the mainstream memory Code 12: Clear a memory bank Code 13: Clear the mainstream memory Code 14: Copy a memory bank onto the mainstream memory Code 15: 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 the post-project analysis this information was determined, from the exhibit titled, "Drainage Study Map for Carlsbad Tract CT 05-10 [Post- Project]", included in Map Pocket 1. 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 = 2.5 Runoff Coefficients: 0% Impervious C = 0.35 100% Impervious C = 0.9 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 = 0.9 x (% Impervious) + Cp x (1 - % Impervious) Where: Cp = Pervious runoff coefficient value (undeveloped/vegetated/pervious surface) for the soil type. Additional support material used for hydrologic analysis is provided in Appendix B of this report. Prepared by: 5 Revised: March 15, 2011 Rick Engineering Company CJK:CA;sr:K:Job Files\14826\C\Studies\Drainage (5) Hydraulic Methodology & Criteria The 100-year 6-hour proposed peak flow rates determined using the Modified Rational Method were used to determine storm drain sizes for the project site and to determine the hydraulic grade lines (HGLs) for the proposed storm drain systems. The AES Pipe Flow Hydraulics computer program was used to calculate the HGLs. Pipe Flow Methodology & Criteria The AES Pipe Flow Hydraulic computer program was used to calculate the hydraulic and energy grade lines for the proposed storm drain systems. The program performs gradually varied flow and pressure flow profile computations. The results are provided in an incremental and summarized form, and indicate reaches of open channel and pressure flow within a given reach of pipe. The program also accounts for losses that may occur due to friction, junction structures, pipe bends, etc. The codes and an explanation of their function are as follows: Pipe Flow Hydraulic Processes (Codes) Code 1: Friction Losses Code 2: Manhole Losses Code 3: Pipe-Bend Losses . Code 4: Sudden Pipe-Enlargement Code 5: Junction Losses Code 6: Angle-Point Losses Code 7: Sudden Pipe-Reduction Code 8: Catch Basin Entrance Losses Code 9: Transition Losses Prepared by: 6 Revised: March 15,2011 Rick Engineering Company CJK:CA:sr:K:Job FiIes\14826\C\Studies\Drainage (5) Pipe Flow Results for Private On-Site Storm Drain & Catch Basin Based on the pipe flow results as shown in Appendix C, the private on-site storm drain system has adequate capacity to handle the 100-year design flows. Conclusions Based on the hydrologic results, the peak discharges leaving the project site decreased slightly due to a slower time of concentration. During preliminary approval, the City has agreed that detention would not be required. Inlet Design Methodology and Criteria Inlet design calculations were completed using a computer program based on the following equations for inlets on a grade and inlets in a sump: Type B Inlets on a Grade Q = 0.7L(a + y)3/2 Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = Length of clear opening in feet Q = flow in cubic feet per second (cfs) Type B Inlets in a Sump Q = CwLwd Where: Q = Inlet capacity in cubic feet per second Cw = Weir discharge coefficient Lw = Weir length (ft) D = Flow Depth (ft) Prepared by: 7 Revised: March 15,2011 Rick Engineering Company CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) ,m * Note: This equation assumes a B inlet with a 6 inch curb depressed 4 inches, an inlet opening 0.52 feet in height, and a maximum depth of flow of 0.1 foot below top of curb (per City of San Diego criteria), or maximum depth of flow allowed per the dry lane calculations/requirements applicable to public streets. The minimum allowable inlet size is 5 feet (4-foot clear opening). The maximum allowable inlet size is 21 feet (20-foot clear opening). Inlet Design Results The inlet design calculations are provided in Appendix D. Inlets were sized for the 100-year, 6- hour storm event. Inlets were located throughout the development to provide enough inlets to maintain the depth of flow in the street for the 100-year 6-hour storm according to the following criteria: a) a minimum of 0.1 foot below the top of curb. Each inlet was sized to provide 100% capture of the flow draining to the inlet (no bypass flow at any inlet). Table 3 presents a summary of inlet sizes and types by node number. Refer to the drainage study map provided in Map Pocket 1 for the location of each node. TABLE 3: Summary of Inlet Sizes Node 1053 1052 1007 1042 1005 1002 Sump/Grade Grade Grade Sump Sump Grade Sump Inlet Size (feet) 9 9 5 5 9 5 Inlet Type B-l B-l B B B-l B Prepared by: Rick Engineering Company Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Summary The results of the Modified Rational Method analyses for the project are provided in Appendix A (post-project) of this report. A map titled, "Drainage Study Map for Carlsbad Tract CT 05-10 [Post-Project Condition]" located in Map pocket 1 presents the drainage area boundaries, nodes, and areas used in the Modified Rational Method analyses of post-project condition. Based on the modified rational method analyses, the 100-year post-project peak discharge rate in Basin 1000 is 14.0 cfs, and 0.84 cfs in Basin 2000, which represent zero or a slight increase in peak discharge when compared to the pre-project condition. Refer to results summary Table 3.1 on the next page of this report for more detail. As this report is being prepared, close coordination with Caltrans continues in order to properly mitigate potential increases in peak flow. In the post-project condition, this anticipated runoff will discharge into an existing storm drain system on the northwestern edge of the project site, then flow southwesterly before discharging into Batiquitos Lagoon entirely through a pipe (hardline) system. Also, since the flow is conveyed into Batiquitos Lagoon entirely in a hardline system, downstream conditions of concern (i.e. erosion) are not anticipated. The Project is exempt from hydromodification management requirements. (Section 6.1 of HMP Exemption: Discharges to a stabilized conveyance system to a tidally-influenced area as described in the project SWMP.) Prepared by: 9 Revised: March 15,2011 Rick Engineering Company CJK:CA:sr:K:Job Fi!es\14826\C\Studies\Drainage (5) Table 3.1 Summary of Modified Rational Method Results For Poinsettia Properties (The Tides) Basin Number 1000 1000 Condition Pre-Project Post-Project A= 2000 2000 Pre-Project Post-Project A= Area (acres) 4.67 4.66 -0.01 0.27 0.25 -0.2 Peak Discharge . (cfs)* 12.7 14.0 1.3 0.84 0.84 0 Time of Concentration (mm) 8.4 8.8 0.4 6.4 5.7 -0.7 : cfs = cubic feet per second Prepared by: Rick Engineering Company 10 Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) Conclusion Based on the Modified Rational Method Analysis performed for both Basins 1000 and 2000, an increase in peak flow is anticipated in Basin 1000. Runoff from the proposed project will be conveyed to the west in a new 24" RCP pipe that ultimately ties into the existing 24" RCP pipe. This existing pipe currently conveys runoff from the site, and isolated upstream of the confluence with the existing catch basin and 36" RCP culvert, which are both Caltrans facilities. Prepared by: Rick Engineering Company 11 Revised: March 15,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Drainage (5) APPENDIX A Basin 1000: 100-Year 6-Hour Modified Rational Method Analyses (Pre- & 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. 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 * * * * * * * * * * * * * if * * * * * * * * * * * * DESCRIPTION OF STUDY ************************** * J-14826 - Poinsettia Properties (The Tides) * * Pre-Project - BASIN 100 * * 100-Year, 6-Hour Storm Event * ********************************************** FILE NAME: C:\AES\4826.DAT TIME/DATE OF STUDY: 11:27 02/09/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 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 100.00 TO NODE 101.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM.ELEVATION(FEET) = 134.00 DOWNSTREAM ELEVATION(FEET) = 131.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.057 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.821 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.821 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT =0.5500 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS)'= 7.04 TOTAL AREA(ACRES) = 2.32 TOTAL RUNOFF(CFS) =7.43 TC(MIN.) = 6.06 ***************************************************-J FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.30 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.43 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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. ) = 6.80 RAINFALL INTENSITY ( INCH/HR) = 5.40 TOTAL STREAM AREA (ACRES) = 2.32 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.43 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 70.00 UPSTREAM ELEVATION (FEET) = 132.00 DOWNSTREAM ELEVATION (FEET) = 131.50 ELEVATION DIFFERENCE ( FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.319 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 4.743 SUBAREA RUNOFF (CFS) = 0.39 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.39 ********************************* FLOW PROCESS FROM NODE 104.00 TO NODE ******•< 105.00 IS CODE - 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 4.743 *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5500 SUBAREA AREA (ACRES) = 2.20 SUBAREA RUNOFF (CFS ) TOTAL AREA (ACRES) = 2.35 TOTAL RUNOFF (CFS) = TC(MIN.) = 8.32 5.74 6.13 FLOW PROCESS FROM NODE 105.00 TO NODE "105.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN. ) = 8.32 RAINFALL INTENSITY ( INCH/HR) = 4.74 TOTAL STREAM AREA (ACRES) = 2.35 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.43 6.80 5.400 2.32 2 6.13 8.32 4.743 2.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF '(CFS) 12.44 12.65 Tc (MIN.) 6.80 8.32 INTENSITY (INCH/HOUR) 5.400 4.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.65 Tc(MIN.) = 8.32 TOTAL AREA(ACRES) = 4.67 LONGEST FLOWPATH FROM NODE 100.0.0 TO NODE 105.00 = 355.00 FEET. ***************************************************************** * * **** 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) = 107.30 DOWNSTREAM(FEET) = 93.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.00 GIVEN PIPE DIAMETER (INCH)' = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.65 PIPE TRAVEL TIME(MIN-) = 0.07 Tc(MIN.) = 8.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106..00 = 445.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.67 TCfMIN.) = 8.39 PEAK FLOW RATE(CFS) = 12.65 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 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-14826 - Poinsettia Properties (The Tides) * * Post-Project Condition * * 100-Year, 6-Hour Storm Event * ************************************************************************** FILE NAME: C:\AES\14826.DAT TIME/DATE OF STUDY: 09:26 02/14/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 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): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH ( FEET) =50.00 UPSTREAM ELEVATION (FEET) = 133.00 DOWNSTREAM ELEVATION ( FEET) = 129.00 ELEVATION DIFFERENCE ( FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.864 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.587 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 NO.DE 1001.00 TO NODE 1002.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« . »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM ( FEET) = 129.00 DOWNSTREAM ( FEET) = 122.80 CHANNEL LENGTH THRU SUBAREA ( FEET) = 165.00 CHANNEL SLOPE = 0.0376 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) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY ( FEET/SEC .) = 3.68 AVERAGE FLOW DEPTH (FEET) = 0.17 TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 3.61 SUBAREA AREA (ACRES) = 0.86 SUBAREA RUNOFF (CFS) = 3.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA (ACRES) = 0.96 PEAK FLOW RATE (CFS) = 4.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY ( FEET/SEC .) = 4.32 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 215.00 FEET. * 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) = 115.58 DOWNSTREAM (FEET) = 115.44 FLOW LENGTH(FEET) = 13.78 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) =5.23 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = . 1 PIPE-FLOW (CFS) =4.11 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 3.65 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 228.78 FEET. **************************************************************************** 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) = 115.11 DOWNSTREAM ( FEET) = 114.19 FLOW LENGTH(FEET) = 91.23 MANNING'S N = 0.013 ' ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 5.23 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 3.95 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 320.01 FEET. 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) = 113.06 DOWNSTREAM ( FEET) = 112.94 FLOW LENGTH (FEET) = 91.23 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY (FEET/SEC. ) = 2.33 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 4.11 PIPE TRAVEL TIMEfMIN.) = 0.65 Tc(MIN-) = 4.60 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 411.24 FEET. *********************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 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.) =4.60 RAINFALL INTENSITY(INCH/HR) =6.59 TOTAL STREAM AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11 **************************************************************************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 133.00 DOWNSTREAM ELEVATION(FEET) = 129.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.864 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 ******* *.********************************************* FLOW PROCESS FROM NODE 1021.00 TO NODE 1005.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 129.00 DOWNSTREAM(FEET) = 118.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0713 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) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = • 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.06 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 3.48 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.76 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 4.58 LONGEST FLOWPATH FROM NODE 1020.00 TO NODE 1005.00 = 200.00 FEET. ************************************************** *'***********! FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 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.) = 3.48 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.11 4.60 6.587 0.96 2 2.40 3.48 6.'587 0.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.51 3.48 6.587 2 6.51 4.60 6.587 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.51 Tc(MIN.) = 4.60 TOTAL AREA (ACRES) = 1.52 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 411.24 FEET. 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) = 112.61 DOWNSTREAM ( FEET ) = 112.27 FLOW' LENGTH (FEET) = 33.46 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY ( FEET/SEC. ) =6.05 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 6.51 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 4.69 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 444.70 FEET. **************************************************************************** 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) = 111.94 DOWNSTREAM ( FEET) = 110.33 . FLOW LENGTH (FEET) = 160.44 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6.02 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 6.51 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.00 = 605.14 FEET. r*************************************** *********************************** FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 1 • »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =5.14 RAINFALL INTENSITY(INCH/HR) = 6.47 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51 **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 120.20 DOWNSTREAM ELEVATION(FEET) = 118.40 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.843 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM -OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.957 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFSJ = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 1031.00 TO NODE 1007.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 118.40 DOWNSTREAM(FEET) = 115.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0100 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) = 4.638 *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.87 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 8.61 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.36 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = '2.07 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1007.00 = 410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.61 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE =1.66 ************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION (FEET) = 120.20 DOWNSTREAM ELEVATION ( FEET) = 118.40 ELEVATION DIFFERENCE (FEET) =1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.843 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 5.957 SUBAREA RUNOFF (CFS) =0.50 TOTAL AREA (ACRES) = 0.13 TOTAL RUNOFF (CFS) = 0.50 *********************^*************************** 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) = 118.40 DOWNSTREAM (FEET) = 115.40 CHANNEL LENGTH THRU SUBAREA ( FEET) = 310.00 CHANNEL SLOPE = 0.0097 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) = 4.803 *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY ( FEET/SEC .-) = 2.23 AVERAGE FLOW DEPTH (FEET) = 0.23 TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 8.16 SUBAREA AREA (ACRES) = 1.11 SUBAREA RUNOFF (CFS) = 3.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.650 TOTAL AREA (ACRES) = 1.24 PEAK FLOW RATE (CFS) = 3.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY (FEET/SEC .) = 2.52 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1042.00 = 410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1007.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM ( FEET) = 107.27 DOWNSTREAM ( FEET) = 107.13 FLOW LENGTH (FEET) = 27.84 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 4.10 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 3.87 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.27 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1007.00 = 437.84 FEET. FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION (MIN. ) =8.27 RAINFALL INTENSITY ( INCH/HR) = 4.76 TOTAL STREAM AREA (ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.51 5.14 6.474 1.52 2 1.66 8.61 4.638 0.55 3 3.87 8.27 4.761 1.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.90 5.14 6.474 2 10.25 8.27 . 4.761 3 10.09 8.61 4.638 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 10.25 Tc(MIN.) = 8.27 TOTAL AREA (ACRES) = 3.31 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.00 = 605.14 FEET. 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) - 1006.80 DOWNSTREAM (FEET) = 1006.76 FLOW LENGTH (FEET) = 7.64 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY ( FEET/SEC. ) = 5.28 GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 10'. 25 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 = 612.78 FEET. FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 131.10 DOWNSTREAM ELEVATION ( FEET ) = 128.20 ELEVATION DIFFERENCE ( FEET) = 2.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.188 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.60 TOTAL AREA (ACRES) = 0.14 TOTAL RUNOFF (CFS) = 0.60 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) = 128.20 DOWNSTREAM(FEET) = 117.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0738 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) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): RESIDENTAIL (7-3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) = 4.11 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN-) = 0.59 Tc(MIN.) = 3.78 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.88 AREA-AVERAGE RUNOFF COEFFICIENT— 0.650 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 4.75 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1052.00 = 195.00 FEET. ***************************************************************************** FLOW PROCESS FROM NODE 1052.00 TO NODE 1053.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 112.49 DOWNSTREAM(FEET) = 109.26 FLOW LENGTH(FEET) = 32.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY.( FEET/SEC. ) = 10.65 GIVEN PIPE DIAMETER(INCH) = 18.00 ' NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.48 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 3.83 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1053.00 = 227.26 FEET. FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 3.83 RAINFALL INTENSITY (INCH/HR) = 6.59 TOTAL STREAM AREA (ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH-( FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 131.10 DOWNSTREAM ELEVATION ( FEET) = 128.20 ELEVATION DIFFERENCE ( FEET) = 2.90 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 3.188 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.64 TOTAL AREA (ACRES) = 0.15 TOTAL RUNOFF (CFS) = 0.64 FLOW PROCESS FROM NODE 1061.00 TO NODE * 1053.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM ( FEET) = 128.20 DOWNSTREAM ( FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 148.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 'lOO YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7. 3. DU/AC OR LESS) RUNOFF COEFFICIENT •= .6500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY ( FEET/SEC .) = AVERAGE FLOW DEPTH(FEET) = TcfMIN.) = 3.80 SUBAREA AREA (ACRES) = 0.41 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA (ACRES )= 0.56 0.12 TRAVEL TIME (MIN.) = 06 61 117.60 0.0716 SUBAREA RUNOFF (CFS) = 0.650 PEAK FLOW RATE (CFS) = 1.76 2.40 mu END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY ( FEET/SEC .) = 4.58 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE ' 1053.00 =198.00 FEET. FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = •IT >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN. ) = 3.80 RAINFALL INTENSITY ( INCH/HR) = 6.59 TOTAL STREAM AREA (ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 • 2.48 3.83 6.587 0.58 2 2.40 3.80 6.587 0.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.86 3.80 6.587 2 4.88 3.83 6.587 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 4.88 Tc(MIN.) = 3.83 TOTAL AREA (ACRES) = 1.14 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1053.00 227.26 FEET. ******************************************************! FLOW PROCESS FROM NODE 1053.00 TO NODE 1008.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 108.83 DOWNSTREAM(FEET) = 107.26 FLOW LENGTH(FEET) = 26.63 MANNING'S N =. 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW. VELOCITY(FEET/SEC.) = 10.73 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =4.88 PIPE. TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 3.87 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1008.00 = 253.89 FEET. t****************-********************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« rife ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.88 3.87 6.587 1.14 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1008.00 =253.89 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.25 8.30 4.752 3.31 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 612.78 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.66 3.87 6.587 2 13.77 8.30 4.752 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.77 Tc(MIN.) = TOTAL AREA(ACRES) = 4.45 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) = 106.43 DOWNSTREAM(FEET) = 105.97 FLOW LENGTH(FEET) = 92.99 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.77 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.58 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1009.00 = 705.77 FEET. FLOW PROCESS FROM NODE 1009.00 TO NODE r ** **i 1010.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 105.97 DOWNSTREAM(FEET) = 95.67 FLOW LENGTH(FEET) = 62.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.29 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.77 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 = 768.07 FEET. *************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.63 RAINFALL INTENSITY(INCH/HR) =4.63 TOTAL STREAM AREA(ACRES) = 4.45 — ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.77 *********************************************** *"* FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): ** RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 "* INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 m UPSTREAM ELEVATION(FEET) = 116.70 DOWNSTREAM ELEVATION(FEET) = 115.50 w ELEVATION DIFFERENCE(FEET) = 1.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.655 ** 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.478 SUBAREA RUNOFF(CFS) = 0.11 *"* TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** „, FLOW PROCESS FROM NODE 1071.00 TO NODE 1010.00 IS CODE = 51 <*» >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 115.50 DOWNSTREAM(FEET) = 115.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0017 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.473 *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.15 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 6.83 Tc(MIN.) = 13.49 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.400 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 0.15 LONGEST FLOWPATH FROM NODE 1070.00 TO NODE 1010.00 = 110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION. (MIN. ) =13.49 RAINFALL INTENSITY(INCH/HR) = 3-47 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.21 FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH ( FEET) = 70.00 UPSTREAM ELEVATION (FEET) = 105.80 DOWNSTREAM ELEVATION (FEET) = 104.00 ELEVATION DIFFERENCE ( FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.695 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.988 SUBAREA RUNOFF (CFS) = 0.12 TOTAL AREA (ACRES) = 0.06 TOTAL RUNOFF (CFS) = 0.12 ********************************************************************************* FLOW PROCESS FROM NODE 1081.00 TO NODE 1010.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM ( FEET) = 99.00 DOWNSTREAM (FEET) = 96.61 FLOW LENGTH(FEET) = 61.45 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 3.27 GIVEN PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 0.12 PIPE TRAVEL TIME (MIN.) = 0.31 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM -NODE 1080.00 TO NODE 1010.00 = 131.45 FEET. FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH/HR) =. 4.86 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.77 8.63 4.632 4.45 2 0.21 13.49 3.473 0.15 3 0.12 8.01 4.861 0.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER 1 2 3 (CFS) 13.02 14.02 10.62 (MIN.) 8.01 8.63 13.49 (INCH/HOUR) 4.861 4.632 3.473 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.02 Tc(MIN.) = 8.63 TOTAL AREA(ACRES) = 4.66 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 768.07 FEET. 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) = 95.28 DOWNSTREAM(FEET) = 95.07 FLOW LENGTH(FEET) = 20.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.40 GIVEN PIPE DIAMETER(INCH) '= 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.02 PIPE TRAVEL TIME(MIN.) = 0.05 TcfMIN.) = 8.68 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1011.00 = 788.27 FEET. ****************************************************************•> 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) = 94.74 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 65.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.81 90.29 GIVEN PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 14.02 PIPE TRAVEL TIME (MIN.) = 0.07 LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = Tc(MIN.) = 1000.00 TO NODE 853.97 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.66 14.02 TC(MIN.) =1.75 END OF RATIONAL METHOD ANALYSIS APPENDIX B Basin 2000: 100-Year 6-Hour Modified Rational Method Analyses (Pre- & Post-Project) r * * ***************************************************, 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-14826 - Poinsettia Properties (The Tides) * * Pre-Project Condition - BASIN 200 (Slope areas along Poinsettia Lane) * * 100-Year, 6-Hour Storm Event * ************************************************************************** FILE NAME: C:\AES\4826-2.DAT TIME/DATE OF STUDY: 10:47 02/09/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 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.* **********************************************************i FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH ( FEET) = 90.00 UPSTREAM ELEVATION (FEET) = 131.00 DOWNSTREAM ELEVATION ( FEET) = 124.30 ELEVATION DIFFERENCE ( FEET) =6.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.810 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) =0.11 TOTAL AREA (ACRES) = 0.03 TOTAL RUNOFF (CFS) =0.11 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM ( FEET) = 124.30 DOWNSTREAM ( FEET) = 99.40 CHANNEL LENGTH THRU SUBAREA ( FEET) = 280.00 CHANNEL SLOPE = 0.0889 CHANNEL BASE (FEET). = 2.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH (FEET) = 0.50 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 5.624 *USER SPECIFIED (SUBAREA) : RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY ( FEET/SEC .) = 2.96 AVERAGE FLOW DEPTH (FEET) = 0.07 TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 6.39 SUBAREA AREA (ACRES) = 0.24 SUBAREA RUNOFF (CFS) = 0.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 TOTAL AREA (ACRES) = 0.27 PEAK FLOW RATE (CFS) = 0.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY ( FEET/SEC .) = 3.55 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 =370.00 FEET. END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 0;27 0.84 TC(MIN.) = END OF RATIONAL METHOD ANALYSIS *****************************************************************: RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 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-14826 - Poinsettia Properties (The Tides) * * Post-Project Condition - BASIN 2000 (Slope areas along Poinsettia Lane) •* * 100-Year, 6-Hour Storm Event * ************************************************************************** FILE NAME: C:\AES\14826-2.DAT TIME/DATE OF STUDY: 10:45 02/09/2011 __^ | | USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) =12.00 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.* ***********************************i FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 131.50 DOWNSTREAM ELEVATION(FEET) = 124.00 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.633 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) =0.18 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) = 124.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.074 *USER SPECIFIED(SUBAREA): RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 99.40 0.0879 0.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.10 Tc(MIN.) = 5.67 SUBAREA AREA(ACRES) = 0.20 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.25 TRAVEL TIME(MIN.) = 50 04 SUBAREA RUNOFF(CFS) = 0.550 PEAK FLOW RATE(CFS) = 0.67 0.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 5.35 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2002.00 =370.00 FEET. END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 0.25 TC(MIN.) = 5.67 0.84 END OF RATIONAL METHOD ANALYSIS APPENDIX C Support Material for Hydrologic Analysis I I t f I I i i I I I 1 I i \ I II 1 i l i t i i » County of San Diego Hydrology Manual 100 Year Rainfall Event - 6 Hours I I I E RIG K ENGINEERI.NG CDUPAKIV 5620 Friars Road San Diego, CA 92110-2596 Tel: (619)291-0707 Fax: (619) 291-4165 '- l """ C~ a-4 J, -. w - 0.7 4^ (".„ •32Date Job No. • &9' 02 Page ._ Done By -;;'y-/f'?- Checked By , 4!>: V 4,5. * U, -. i ", - ;,?- *?..,.'. '* ^ ^c-,, v> ^j,.,j A-- I _J "2, ';,.', ' ,^-t ) APPENDIX D AES Pipe Flow Computer Output ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friar's Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY *************' * J14826 - Poinsettia Properties (The Tides) * Line A, C, C-2 to C-6 * 100-year, 6 hr Pipe Flow Analysis *****************************•< FILE NAME: C:\AES\1000.DAT TIME/DATE OF STUDY: 10:04 02/14/2011 r***************** *********************>r************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 1012.00- ' } 1011.00- } 1011.00- } 1010.00- } 1010.00-} 1009.00-} 1009.00- } 1008.00- } 1008.00- } 1007.00- } 1007.00- } 1006.00- } 1006.00- } 1005.00- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 317.28 FRICTION JUNCTION FRICTION JUNCTION 1.34 DC FRICTION+BEND 1.34*Dc JUNCTION 2.00 1.35*Dc 2.04 1.89 FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 1.97* 1.77* 2.18* 1.81* 252.30 325.62 298.76 246.29 246.29 307.64 277 .47 295.88 226.92 1.95* 179.30 } HYDRAULIC JUMP 0.99*Dc 99.83 1.45* 124.44 } HYDRAULIC JUMP 0.99*Dc 99.83 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 0.70* 406.39 1.35*Dc 252.30 0.67* 428.49 0.59* 507.05 0.56* 526.50 1.34*Dc 246.29 1.34 DC 246.29 1.34 DC 246.29 0.83 191.46 1.15 DC 166.60 0.70 116.08 0.99*Dc 99.83 0.73 112.74 0.99*Dc 99.83 1005. 1004 . 1004 . 1003. 1003. 1002. 1002. } 00- } 00- } 00- } 00- } 00-} 00- } 00- MAXIMUM JUNCTION 1.60 FRICTION+BEND JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 0. .1. 1. 1. 1. 1. 78 37 17 74 45 96 NUMBER OF ENERGY * } HYDRAULIC *Dc * * * * * 112. JUMP 54. 84. 74. 102. 88. 71. BALANCES USED IN 62 50 33 39 39 35 68 EACH 0. 0. 0. 0. 0. 0. 0. PROFILE 60 78*Dc 76 86 DC 64 86 DC 86 DC = 25 59 54 64 63 70 63 17 .65 .50 ,65 .43 .73 .43 .74 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD, LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1012.00 FLOWLINE ELEVATION = 90.29 PIPE FLOW = 14.02 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 92.290 FEET NODE 1012.00 : HGL = < 90 . 990>; EGL= < 94 . 1 67>; FLOWLINE= < 90.290> FLOW PROCESS FROM NODE 1012.00 TO NODE 1011.00 IS CODE = 1 UPSTREAM NODE 1011.00 ELEVATION = 94.74 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 14.02 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 65.70 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = UPSTREAM GRADUALLY DISTANCE CONTROL ( 0 0 0 0 0 0 0 1 1 2 2 3 4 CONTROL VARIED FROM FT) .000 .018 .076 .177 .327 .532 .801 .140 .561 .076 .700 .451 .352 ASSUMED 0.66 CRITICAL DEPTH (FT) = 1.35 FLOWDEPTH (FT) FLOW PROFILE FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 .349 .321 .294 .266 .239 .212 .184 .157 .130 .102 .075 .047 .020 COMPUTED VELOCITY (FT/SEC) 6.220 6.365 6.520 6.683 6.856 7.040 7.235 7.442 7.662 7.897 8.147 8.414 8.700 1.35 INFORMATION : SPECIFIC ENERGY 1 1 1 1 1 1 1 2 2 2 2 2 2 (FT) .950 . 951 .954 . 960 .969 .982 .998 .017 .042 .071 .106 .148 .196 PRESSURE+ MOMENTUM ( POUNDS ) 252 252 252 253 254 256 258 260 263 266 270 275 280 .30 .45 . 93 .74 .91 .45 .40 .77 .58 .89 .70 .07 .04 5, 6. 8. 10, 12. 15. 18. 23. 29. 37. 49. 65. , 430 ,723 ,276 ,152 ,436 ,247 ,760 ,249 ,173 ,395 ,856 700 0 0 0 0 0 0 0 0 0 0 0 0 .993 .965 .938 .911 .883 .856 .829 .801 .774 .746 .719 .700 9. 9. 9. 10. 10. 10. 11. 11. 12. 13. 13. 14. 006 334 687 067 476 919 399 921 489 109 790 299 2, 2, 2, 2 2, 2, 2, 3, 3, 3, 3. 3. .253 .319 .396 .485 .589 .708 .847 .009 .197 .417 .674 .877 285 291 299 306 315 325 •336 348 362 377 393 406 .65 .96 .03 .92 .73 .53 .42. .54 .02 .02 .73 .39 NODE 1011.00 : HGL = < 96.089>;EGL= < 96.690>;FLOWLINE= < 94.740> r********************************************************* FLOW PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS CODE = 5 UPSTREAM NODE 1011.00 ELEVATION = 95.07 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.02 14.02 0.00 0.00 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 90.00 95.07 1.35 24.00 - 94.74 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;=Q5 EQUALS BASIN INPUT=== 15.182 6.222 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: DOWNSTREAM: MANNING'S MANNING'S = 0.01300; = 0.01300; FRICTION FRICTION SLOPE = SLOPE = ,06548 .00606 AVERAGED JUNCTION FRICTION JUNCTION JUNCTION FRICTION LENGTH = LOSSES = LOSSES = LOSSES = SLOPE IN JUNCTION 4.00 FEET 0.143 FEET ASSUMED AS 0.03577 ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2J+(ENTRANCE LOSSES) ( 2.630)+( 0.000) = 2.630 NODE 1011.00 : HGL = < 95.740>;EGL= < 99.319>;FLOWLINE= < 95.070> *************************************************** FLOW PROCESS FROM NODE 1011.00 TO NODE 1010.00 IS CODE = 1 UPSTREAM NODE 1010.00 ELEVATION = 95.28 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.02 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 20.20 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.13 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.59 1.35 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ •4* CONTROL (FT) 6.000 5.148 10.347 15.600 ' 20.200 (FT) 0. 0. 0. 0. 0. 587 608 630 652 670 ' (FT/SEC) 18 17 16 15 15 .230 .340 .525 .777 .177 ENERGY 5 5 4 4 4 (FT) MOMENTUM (POUNDS) .751 .280 .873 .519 .249 507 483 462 443 428 .05 .93 .90 .74 .49 NODE 1010.00 : HGL = < 95.867>;EGL= < 101.031>;FLOWLINE= < 95.280> FLOW PROCESS FROM NODE UPSTREAM NODE 1010.00 1010.00 TO NODE ELEVATION = r***************************** 1010.00 IS CODE = 5 95.67 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL 12 Q5 FLOW (CFS) 13.77 14.02 0.25 0.00 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY [INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 0.00 95.67 24.00 - 95.28 12.00 90.00 96.61 0.00 0.00 0.00 =Q5 EQUALS BASIN INPUT=== 1.34 1.35 0.21 0.00 19.350 18.236 2.152 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.11985 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.479 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.009)+( 0.000) = 1.009 13062 10908 0.000 FEET NODE 1010.00 : HGL = < 96.225>;EGL= < 102.039>;FLOWLINE= < 95.670> FLOW PROCESS FROM NODE UPSTREAM NODE 1009.00 1010.00 TO NODE ELEVATION = 1009.00 IS CODE = 3 105.97 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES (OCEMA).: PIPE FLOW = 13.77 CFS CENTRAL ANGLE = 2.500 DEGREES PIPE LENGTH'= 62.30 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.52 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT)' = 1.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.34 DISTANCE FROM CONTROL (FT) 0.000 0.011 0.043 0.101 0.186 „ FLOW DEPTH (FT) 1.335 1.303 1.270 1.238 1.205 VELOCITY (FT/SEC) 6.178 6.353 6.541 6.742 6.958 SPECIFIC ENERGY (FT) 1.928 1.930 1.935 1.944 1.958 PRESSURE+ MOMENTUM (POUNDS) 246.29 246.52 247.21 248.38 250.07 0.304 0.459 0.657 0.905 1.211 1.586 2.043 2.598 3.271 4.089 5.088 6.313 7.829 9.728 12.146 15.297 19.540 25.556 34.875 52.428 62.300 NODE 1009.00 *************** FLOW PROCESS UPSTREAM NODE 1.173 7.190 1.140 7.440 1.108 7.708 1.075 7.998 1.043 8.311 1.010 8.650 0.978 9.019 0.945 9.419 0.913 9.856 0.880 10.335 0.848 10.859 0.815 11.437 0.783 12.076 0.750 12.784 0.718 13.574 0.685 14.458 0.653 15.453 0.620 16.580 0.588 17.863 0.555 19.336 0.555 19.344 : HGL = < 107.305>;EGL= < **************************** FROM NODE 1009.00 TO NODE 1009.00 ELEVATION = 1.976 2.000 2.031 2.069 2.116 2.173 2.242 2.324 2.422 2.540 2.680 2.848 3.049 3.290 3.581 3.933 4.363 4.891 5.546 6.365 6.369 107.898>;FLOWLINE= < *********************** 1009.00 IS CODE = 5 252.32 255.16 258.64 262.82 267.76 273.52 280.19 287.85 296.62 306.62 318.00 330.92 345.59 362.25 381.21 402.81 427.51 455.84. 488.48 526.30 526.50 105.970> ************ 105.97 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES 13.77 24.00 56.50 13.77 24.00 0.00 0.00 0.00 0.00 0.00 0.00 O.QO===Q5 EQUALS BASIN FLOWLINE CRITICAL ) ELEVATION DEPTH (FT.) 105.97 1.34 105.97 1.34 0.00 0.00 0.00 0.00 INPUT=== VELOCITY (FT/SEC) 4.396 6.174 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) /( (A1+A2)* 16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00336 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00599 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00468 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.343)+( 0.000) = 0.343 NODE 1009.00 : HGL = < 107.941>;EGL= < 108.241>;FLOWLINE= < 105.970> ****************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1008.00 IS CODE = 1 UPSTREAM NODE 1008.00 ELEVATION = 106.43 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 13.77 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 92.99 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.44 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.97 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.34 DISTANCE CONTROL ( 0 11 22 33 43 53 62 72 81 90 92 FROM FT) .000 .733 .704 .161 .247 .056 .656 .100 .431 .688 . 990 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 .971 .949 .928 .907 .885 .864 .843 .821 .800 .779 .773 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 4 4 4 .395 .412 .432 .457 .484 .515 .548 .584 .623 .664 .674 SPECIFIC ENERGY 2 2 2 2 2 2 2 2 2 .2 2 PRESSURE+ (FT) MOMENTUM (POUNDS) .271 .252 .233 .215 .198 .181 .164 .148 .132 .116 .113 307 303 300 296 293 290 287 283 281 278 277 .64 .92 .32 .85 .47 .21 .04 .98 .02 .17 .47 NODE 1008.00 : HGL = < 108 . 203>; EGL= < 108 . 543>; FLOWLINE= < 106.430> FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 5 UPSTREAM NODE 1008.00 ELEVATION = 106.43 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 10.25 ' 13.77 3.52 0.00 o.oo===c 24.00 45.00 . 106.43 24.00 - 106.43 18.00 73.00 107.26 0.00 0.00 0.00 )5 EQUALS BASIN INPUT=.== 1.15 1.34 0.72 0.00 3.263 4.676 2.430 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00268 4.00 FEET 0.011 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.231)+( 0.000) = 0.231 0.00205 0.00331 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = 0.000 FEET NODE 1008.00 : HGL = < 108.609>;EGL= < 108.774>;FLOWLINE= < .106.430> V**************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1007.00 IS CODE = 1 UPSTREAM NODE 1007.00 ELEVATION = 106.80 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.25 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 7.64 FEET . MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.18 DISTANCE FROM CONTROL (FT) 0.000 3.853 PRESSURE HEAD ( FT ) 2.179 2.000 VELOCITY (FT/SEC) 3.263 3.263 SPECIFIC ENERGY (FT) 2.344 2.165 PRESSURE+ MOMENTUM (POUNDS) 295.88 260.84 NORMAL DEPTH(FT) = 0.62 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.1-5 DISTANCE FROM CONTROL (FT) 3.853 4.562 5.245 5.912 6.566 7.207 7.640 FLOW DEPTH (FT) 2.000 1.966 1.932 1.898 1.863 1.829 1.806 VELOCITY (FT/SEC) 3.262 3.274 3.297 3.326 3.361 3.402 3.433 SPECIFIC ENERGY (FT) 2.165 2.132 2.101 2.069 2.039 2.009 1.989 PRESSURE+ MOMENTUM( POUNDS) 260.84 254.40 248.20 242.19 236.36 230.71 226.92 NODE 1007.00 : HGL = < 108.606>;EGL= < 108.789>;FLOWLINE= < 106.800> FLOW PROCESS FROM NODE UPSTREAM NODE 1007.00 1007.00 TO NODE ELEVATION = 1007.00 IS CODE = 5 106.80 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL 12 Q5 FLOW (CFS) 6.51 10.25 3.74 0.00 DIAMETER (INCHES) 18.00 24.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 85.00 0.00 FLOWLINE ELEVATION 106.80 106.80 107.13 0.00 CRITICAL DEPTH (FT. ) 0.99 1.15 0.74 0.00 VELOCITY (FT/SEC) 3.684 3.434 2.116 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00384 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00180 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00282 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.176)+( 0.000) = 0.176 NODE 1007.00 : HGL = < 108.755>;EGL= < 108.965>;FLOWLINE= < 106.800> FLOW PROCESS FROM NODE UPSTREAM NODE 1006.00 1007.00 TO NODE ELEVATION = 1006.00 IS CODE = 1 110.05 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.51 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 1.60.44 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = 0.99 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.020 0.084 0.196 0.359 0.581 0.867 1.225 1.664 2.194 2.827 3.580 4 .469 5.518 6.757 8.222 9.963 12.045 14.564 17.656 21.533 26.552 33.381 43.522 61.791 160 . 440 FLOW ( 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DEPTH FT) .987 .975 .963 .951 .940 .928 .916 .904 .893 .881 .869 .857 .845 .834 .822 .810 .798 .786 .775 .763 .751 .739 .728 .716 .704 .703 VELOCITY (FT/SEC) 5. 5. 5. 5. 5. 5. 5. 5. 5. 6. 6. 6. 6. 6. 6. 6. 6. 6. 7. 7 . 7. 7 . 7. 7. 7. 8. 279 352 428 506 586 670 756 845 938 033 132 235 341 452 566 685 808 936 069 207 351 501 657 819 989 005 SPECIFIC ENERGY ( 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1 . PRESSURE+ FT) MOMENTUM (POUNDS) 420 420 421 422 425 427 431 435 440 446 453 461 470 480 492 504 518 534 551 570 591 614 639 666 696 699 99 99 99 100 100 100 100 100 101 101 102 102 103 103 104 105 106 107 108 109 110 111 112 114 115 116 .83 .85 .91 .02 .18 .38 .63 .93 .29 .69 .16 .68 .26 .90 .61 .39 .23 .15 .15 .22 .38 .63 .96 .40 .93 .08 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) =1.95 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 27.689 PRESSURE HEAD (FT) 1.955 1.500 VELOCITY (FT/SEC) 3.684 3.684 SPECIFIC ENERGY (FT) 2.165 1.711 PRESSURE+ MOMENTUM (POUNDS) 179.30 129.18 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL ( 27 28 29 31 32 33 33 34 35 36 37 38 39 39 40 41 41 42 43 43 44 44 44 45 45 45 160 FT) .689 .857 . 952 .005 .022 .009 .968 .899 .804 • .682 .533 .356 .150 .913 .643 .338 .994 .609 .179 .698 .162 .563 .894 .146 .307 .364 .440 (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 JTM .500 .479 .459 .438 .418 .397 .377 .356 .336 .315 .295 .274 .254 .233 .213 .192 .172 .151 .130 .110 .089 .069 .048 .028 .007 .987 .987 n nt? HV (FT/SEC) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 4. 4 . 4. 4 . 4. 4 . 4 . 4 . 4. 4 . 4. 4. 4. 5. 5. 5. 5. nDETTT 683 693 711 735 763 796 832 872 916 963 013 067 125 187 252 321 395 473 555 642 734 831 934 043 158 279 279 TP .THMD ENERGY (FT) MOMENTUM (POUNDS ) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1.' 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. SMST.VQT 711 691 673 655 638 621 605 589 574 559 545 531 518 505 494 482 472 462 453 445 438 432 427 ' 423 421 420 420o _ 129. 127. 125. 123. 121. 119. 117. 116. 114. 112. 111. 110. 108. 107. 106. 105. 104. 103. 102. 101. 101. 100. 100. 100. 99, 99. 99. 18 04 02 08 22 42 69 03 44 92 46 08 78 55 40 33 34 44 63 92 30 79 37 08 89 83 83 I PRESSURE+MOMENTUM I DOWNSTREAM BALANCE OCCURS AT 34.90 FEET UPSTREAM OF NODE 1007.00 | DEPTH = 1.356 FEET, UPSTREAM CONJUGATE DEPTH = 0.703 FEET | NODE 1006.00 : HGL = < 111.037>;EGL= < 111,470>;FLOWLINE= < 110.050> r**************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1006.00 1006. 00 TO NODE ELEVATION = 1006.00 IS CODE = 5 110.05 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL 11 LATERAL #2 Q5 FLOW (CFS) 6.51 6.51 0.00 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 55.00 - 0.00 0.00 FLOWLINE ELEVATION 110.05 110.05 0.00 0.00 CRITICAL DEPTH (FT. ) 0.99 0. 99 0.00 0.00 VELOCITY (FT/SEC) 3.719 5.281 0.000 0.000 ===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00338 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00649 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00493 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.020 FEET ' ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.248)+( 0.000) = 0.248 NODE 1006.00 : HGL = < 111.503>;EGL= < 111.718>;FLOWLINE= < 110.050> ************************************* FLOW PROCESS FROM NODE 1006.00 TO NODE 1005.00 IS CODE = 1 UPSTREAM NODE 1005.00 ELEVATION = 110.72 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.51 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH =' 33.46 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = 0.99 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW CONTROL (FT) ( 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 8 9 12 14 17 21 26 33 33 .000 .020 ,084 .196 .360 .582 .868 .227 .666 .196 .830 .583 .472 .522 .761 .226 .967 .050 .569 .660 .535 .552 .377 .460 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DEPTH FT) .987 .975 .963 .952 .940 .928 .917 .905 .893 .882 .870 .858 .846 .835 .823 .811 .800 .788 .776 .765 .753 .741 .730 .730 VELOCITY (FT/SEC) 5. 5. 5. 5. 5. 5. 5. .5. 5. 6. 6. 6. 6. 6. 6. 6. 6. 6. 7 . 7. 7. 7. 7 . 7. 279 352 427 504 584 666 752 840 932 026 125 226 331 440 553 671 792 919 050 187 328 476 630 631 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM (POUNDS) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 420 420 421 422 424 427 431 435 440 446 453 460 469 479 490 503 517 532 549 567 587 610 634 634 99. 99. 99. 100. 100. 100. 100. 100. 101. 101. 102. 102. 103. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 112. 83 85 91 02 17 37 62 . 91 26 66 12 63 20 84 53 29 13 03 01 06 20 42 73 74 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.453 3.718 1.668 124.44 0.961 1.434 3.740 1.652 122.70 1.893 1.416 3.767 1.636 121.01 2 3 4. 5, 6. 6, 7. 8, 9, 9. 10. 11, 11, 12. 12, 13. 13. 14. 14 . 14 . 15. 15. 15. 33. .800 .683 .544 .382 .199 .992 .763 .510 .232 .928 ' ,596 .234 .840 ,412 , 947 440 889 ,289 633 916 130 267 315 460 | PRESSURE+MOMENTUM | DOWNSTREAM 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. TTKinLlNIJ BALANCE DEPTH = 397 378 360 341 322 304 285 266 248 229 211 192 173 155 136 117 099 080 061 043 024 005 987 987 3. 3. 3. 3. 3. 3. 4. 4. 4. 4. 4 . 4. 4. 4. 4. 4. 4. 4 . 4. 4. 5. 5. 5. 5. 796 829 865 904 946 991 038 089 142 199 259 322 389 459 533 610 692 778 868 963 063 169 279 279 OF HYDRAULIC JUMP OCCURS AT 1.292 FEET, 7. 48 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. ANALYS I 621 606 592 578 564 551 538 526 514 503 492 482 472 463 455 448 441 435 430 425 422 420 420 420 FEET UPSTREAM OF UPSTREAM CONJUGATE DEPTH 119. 117. 116. 114. 113. 112. 110. 109. 108. 107. 106. 105. 104. 103. 102. 102. 101. 101. 100. 100. 100. 99. 99. 99. 38 81 30 84 44 09 81 58 42 32 29 32 42 59 84 16 57 05 62 28 03 88 83 83 NODE 1006.00 | = 0.743 FEET [ NODE 1005.00 : HGL = < 111.707>;EGL= < 112.140>;FLOWLINE= < 110.720> **********************! FLOW PROCESS FROM NODE UPSTREAM NODE 1005.00 t**************** 1005.00 TO NODE ELEVATION = 1005.00 IS CODE = 5 110.72 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 4.11 6.51 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 110.72 110.72 0.00 0.00 CRITICAL DEPTH (FT. ) 0.78 0.99 0.00 0.00 VELOCITY (FT /SEC) 2.326 5.281 0.000 0.000 2.40===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00153 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00649 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00401 JUNCTION LENGTH = 4.00 FEET 0.016 FEET ENTRANCE LOSSES = 0.087 FEET !DY+HV1-HV2)+(ENTRANCE LOSSES) ; 0.181)+( 0.087) = 0.267 FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = NODE 1005.00 : HGL = < 112.323>;EGL= < 112.407>;FLOWLINE= < 110.720> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1004.00 1005.00 TO NODE ELEVATION = 1004 .00 IS CODE = 3 111.97 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 4.11 CFS CENTRAL ANGLE = 2.500 DEGREES PIPE LENGTH = 91.23 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) =0.60 CRITICAL DEPTH(FT) =0.78 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.78 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 7 9 11 13 16 19 25 32 45 91 .000 .021 .075 .166 .297 .472 .696 .975 .314 .723 .209 .785 .463 .260 .198 .304 .614 .176 .060 .365 .246 .963 .005 .467 .865 .230 FLOW DEPTH (FT) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 775 768 761 754 747 740 732 725 718 711 704 697 690 683 676 668 661 654 647 640 633 626 619 612 604 604 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 ' 5 6 6 6 .460 .512 .566 .620 .677 .734 .793 .853 .915 .979 .044 .110 .179 .249 .321 .396 .472 .550 .630 .713 .798 .886 .976 .068 .163 .169 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESSURE+ (FT) MOMENTUM (POUNDS) .084 .084 .085 .085 .086 .088 .089 .091 .094 .096 .099 .103 .107 .111 .116 .121 .127 .133 .140 .147 .155 .164 .173 .184 .195 .195 54 54 54 54 54 54 54 54 55 55 55 55 55 55 56 56 56 56 57 57 57 58 58 59 59 59 .50 .51 .53' .57 .63 .70 .78 .89 .01 .14 .30 .47 .66 .87 .10 .35 .62 .92 .23 .57 .93 .31 .72 .16 .62 .65 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) =1. 60 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 8.577 PRESSURE VELOCITY HEAD(FT) (FT/SEC) 1.603 2.326 1.500 2.326 SPECIFIC ENERGY(FT) 1.687 1.584 PRESSURE+ MOMENTUM(POUNDS) 112.62 101.23 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) =1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 8. 10. 13. 15. 17. 19. 21. 23. 25. 27. 29. 31. 33. 35. 37. 39. 40. 42. 44. 45. 47. 48. 49. 50. 50. 51. 91. 577 875 104 293 449 576 675 747 793 . 810 797 752 672 553 390 177 907 570 156 649 030 276 354 219 809 033 230 FLOW DEPTH (FT) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. FMH 500 471 442 413 384 355 326 297 268 239 211 182 153 124 095 066 037 008 979 950 921 892 863 834 805 776 776 nr HV VELOCITY (FT/SEC) 2 2 2 2 2 2 2 2 2 2 2 2 2 ' 2 2 3 3 3 3 3 3 3 3 4 4 - 4 4 nnnrr .325 .336 .355 .380 .411 .446 .485 .529 .578 .631 .689 .752 .820 .894 .973 .060 .153 .254 .363 .482 .611 .751 .903 .070 .252 .451 .451 r.Tf .THMD SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ZSMST.VQ PRESSURE+ (.FT) MOMENTUM (POUNDS) .584 .556 .528 .501 .475 .448 .422 .397 .372 .347 .323 .299 .276 .254 .232 .211 .191 .172 .155 .138 .124 .111 .100 .092 .086 .084 .084 TQ 101 98 95 92 89 86 83 81 78 76 73 71 69 67 65 63 62 60 59 58 57 56 55 54 54 54 54 .23 .12 .11 .18 .32 .55 .85 .24 .72 .29 .96 .74 .61 .60 .71 .93 .29 .78 .40 .18 .11 .21 .48 .95 .61 .50 .50 I PRESSURE+MOMENTUM I DOWNSTREAM BALANCE OCCURS AT 43.91 FEET UPSTREAM OF NODE 1005.00 | DEPTH = 0.984 FEET, UPSTREAM CONJUGATE DEPTH = 0.604 FEET | NODE 1004.00 : HGL = < 112.745>;EGL= < 113.054>;FLOWLINE=. < 111 . 970> FLOW PROCESS FROM NODE UPSTREAM NODE 1004.00 1004.00 TO NODE ELEVATION = 1004.00 IS CODE = 5 111.97 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL 4.11 4.11 0.00 0.00 0.00== (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 12.00 82.00 111.97 0.86 18.00 - 111.97 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -=Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01331 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00545 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00938 VELOCITY (FT/SEC) 5.233 4.453 0.000 0.000 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.038 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.711)+( 0.000} = 0.711 NODE 1004.00 : HGL = < 113.340>;EGL= < 113.766>;FLOWLINE= < 111.970> FLOW PROCESS FROM NODE 1004.00 TO NODE 1003.00 IS CODE = 1 UPSTREAM NODE 1003.00 ELEVATION = 113.39 (FLOW IS UNDER PRESSURE) CALCULATE PIPE FLOW FRICTION = PIPE LENGTH = SF=(Q/K) *-> HF=L*SF = k2 = I ( ; ( 91. LOSSES 4. 91. 46) 11 46 4.1 *(0 (LACFCD) CFS FEET 1) / ( .01331) PIPE 35. = DIAMETER MANNING' ,628) )**2 = 1.217 = S 0 12.00 N = 0 .01331 INCHES .01300 NODE 1003.00 : HGL = < 114.557>;EGL= < 114.983>;FLOWLINE= < 113.390> *************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 5 UPSTREAM NODE 1003.00 ELEVATION = 113.39 (FLOW IS UNDER PRESSURE) CALCULATE PIPE JUNCTION LOSSES: FLOW (CFS) UPSTREAM DOWNSTREAM LATERAL LATERAL Q5 tl ' #2 4 4 0 0 0 .11 .11 .00 .00 DIAMETER (INCHES) 12.00 12.00 0.00 0.00 ANGLE (DEGREES) 67.00 - 0.00 0.00 FLOWLINE ELEVATION 113. 113. 0. 0. 39 39 00 00 CRITICAL DEPTH 0. 0. 0. 0. (FT.) 86 86 00 00 VELOCITY (FT/SEC) 5. 5. 0. 0. 233 233 000 000 . 00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01331 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01331 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01331 JUNCTION LENGTH = FRICTION LOSSES = 4.00 FEET 0.053 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = ( DY+HV1-HV2 )+ (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.571)+( 0.000) = 0.571 NODE 1003.00 : HGL = < 115 . 129>; EGL= < 115 . 554>; FLOWLINE= < 113.390> FLOW PROCESS FROM NODE 1003.00 TO NODE 1002.00 IS CODE = 1 UPSTREAM NODE 1002.00 ELEVATION = 113.86 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.11 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 13.78 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.11)/( 35.628))**2 = 0.01331 HF=L*SF = ( 13.78)* (0.01331) = 0.183 NODE 1002.00 : HGL = < 115.312>;EGL= < 115.737>;FLOWLINE= < 113.86O ***************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 8 UPSTREAM NODE 1002.00 ELEVATION = 113.86 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 4.11 CFS PIPE DIAMETER = 12.00 INCHES FLOW VELOCITY = 5.23 FEET/SEC. VELOCITY HEAD = 0.425 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.425) = 0.085 NODE 1002.00 : HGL = < 115.822>;EGL= < 115.822>;FLOWLINE= < 113.860> ********************************************************************************* UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1002.00 FLOWLINE ELEVATION = 113.86 ASSUMED UPSTREAM CONTROL HGL = 114.72 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2000 Advanced Engineering Software, (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road .San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * J14826 - Poinsettia Properties (The Tides) * * Line A-l * * 100-year, 6 hr Pipe Flow Analysis * ************************************************************************** FILE NAME: C:\AES\LINE_A-1.DAT TIME/DATE OF STUDY: 10:08 02/14/2011 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM. NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1010.00- 0.14 DC 0.65 0.09* 0.86 } FRICTION 1081.00- 0.14*Dc 0.65 0.14*Dc 0.65 } CATCH BASIN 1081.00- 0.20* 0.34 0.14 DC 0.24 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1010.00 FLOWLINE ELEVATION = 96.61 PIPE FLOW = 0.12 CFS PIPE DIAMETER = 12.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 96.230 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.38 FT.) IS LESS THAN CRITICAL DEPTH( 0.14 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1010.00 : HGL = < 96.702>;EGL= < 96.874>;FLOWLINE= < 96.610> ****************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1081.00 IS CODE = 1 UPSTREAM NODE 1081.00 ELEVATION = 99.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.12 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 61.45 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.09 CRITICAL DEPTH(FT) = 0.14 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.14 GRADUALLY' VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.002 0.007 0.017 0.032 0.051 0.077 0.109 0.148 0.195 0.252 0.320 0.400 0.495 0.608 0.741 0.899 1.090 1.321 1.605 1.962 2.425 3.056 3.996 5.694 61.450 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .141 .139 .137 .135 .133 .131 .129 .127 .125 .123 .121 .119 .117 .115 .113 .111 .109 .107 .105 .103 .101 .099 .097 .095 .093 .092 VELOCITY (FT/SEC) 1. 1. 1. 1. 1. 1. . 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 3. 3. 3. 3. 769 807 846 886 928 971 016 063 111 162 215 270 327 387 450 515 584 656 731 810 893 980 071 168 269 334 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 190 190 190 191 191 192 192 193 194 196 197 199 201 204 206 209 213 217 221 226 231 237 244 251 259 264 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 65 65 66 66 66 66 66 67 67 68 68 69 69 70 71 72 73 74 75 76 78 79 81 83 85 86 NODE 1081.00 HGL = < 99.141>;EGL= <99.190>;FLOWLINE= <99.000> **************************************************** FLOW PROCESS FROM NODE 1081.00 TO NODE 1081.00 IS CODE = 8 UPSTREAM NODE 1081.00 ELEVATION = 99.00 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.12 CFS PIPE DIAMETER = 12.00 INCHES FLOW VELOCITY = 1.77 FEET/SEC. VELOCITY HEAD = 0.049 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.049) = 0.010 NODE 1081.00 : HGL = < 99.200>;EGL= < 99.200>;FLOWLINE= < 99.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1081.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 99.00 99.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * J14826 - Poinsettia Properties (The Tides) * * Line B * * 100-year, 6 hr Pipe Flow Analysis * ********************************************* * * *************************** FILE NAME: C:\AES\LINE_B.DAT TIME/DATE OF STUDY: 10:16 02/14/2011 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURES- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1008.00- 1.85* 147.41 0.63 76.69 } FRICTION 1053.00- ' 1.40* 98.59 0.85 DC 68.20 } JUNCTION 1053.00- 1.65* 106.34 0.39 36.54 } FRICTION } HYDRAULIC JUMP 1052.00- 0.60*Dc 28.38 0.60*Dc 28.38 } CATCH BASIN 1052.00- 0.86* 15.17 0.60 DC 10.17 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1008.00 FLOWLINE ELEVATION = 106.76 PIPE FLOW = 4.88 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 108.610 FEET NODE 1008.00 : HGL = < 108.610>;EGL- < 108.728>;FLOWLINE= < 106.760> ****************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1053.00 IS CODE = 1 UPSTREAM NODE 1053.00 ELEVATION = 107.26 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.88 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.63 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: T. 85 DISTANCE FROM CONTROL (FT) 0.000 21.062 PRESSURE HEAD (FT) 1.850 1.500 VELOCITY (FT/SEC) 2.762 2.762 SPECIFIC ENERGY (FT) 1.968 1.618 PRESSURE+ MOMENTUM (POUNDS) 147.41 108.82 NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.85 DISTANCE FROM CONTROL (FT) 21.062 22.562 24.005 25.414 26.630 FLOW DEPTH (FT) 1.500 1.474 1.448 1.422 1.399 VELOCITY (FT/SEC) 2.761 2.771 2.791 2.817 2.843 SPECII ENERGY 1. 1. 1. 1. 1. nc (FT) .618 .593 .569 ,545 ,525 PRESSURE+ MOMENTUMf POUNDS) 108.82 106.05 103.39 100.81 98.59 NODE 1053.00 : HGL = < 108.659>;EGL= < 108.785>;FLOWLINE= < 107.260> FLOW PROCESS FROM NODE UPSTREAM NODE 1053.00 1053.00 TO NODE ELEVATION = 1053.00 IS CODE = 5 107.26 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 2.48 4.88 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 68.00 - 0.00 0.00 FLOWLINE ELEVATION 107.26 107.26 0.00 0.00 CRITICAL DEPTH (FT. ) 0.60 0.85 0.00 0.00 VELOCITY (FT/SEC) 1.403 2.844 0.000 0.000 2.40===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00121 4.00 FEET 0.005 FEET ENTRANCE LOSSES = 0.00056 0.00187 JUNCTION LENGTH = FRICTION LOSSES =0.025 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.134)+( 0.025) = 0.159 NODE 1053.00 : HGL = < 108.913>;EGL= < 108.944>;FLOWLINE= < 107.26O r************ FLOW PROCESS FROM NODE 1053.00 TO NODE 1052.00 IS CODE = 1 UPSTREAM NODE 1052.00 ELEVATION = 108.20 • (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.48 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 32.26 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS NORMAL DEPTH (FT) = 0.38 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM FLOW DEPTH VELOCITY CONTROL (FT) (FT) (FT/SEC) 0.000 0.596 3.788 0.011 0.587 3.864 0.044 0.579 3.943 0.102 0.570 4.024 0.188 0.561 4.110 0.305 0.552 4.198 0.457 0.544 4.290 0.647 0.535 4.386 0.880 0.526 4.486 1.164 0.517 4.590 1.503 0.508 4.699 1.908 0.500 4.812 2.389 0.491 4.931 2.957 0.482 5.055 3.631 0.473 5.184 4.431 0.465 5.320 5.385 0.456 5.462 6.531 0.447 5.612 7.922 0.438 5.768 9.636 0.429 5.933 11.793 0.421 6.107 14.597 0.412 6.289 18.426 0.403 6.482 24.134 0.394 6.685 32.260 0.387 6.853 RESULTS CRITICAL DEPTH (FT) 0.60 INFORMATION: SPECIFIC ENERGY (FT) 0.819 0.819 0.820 0.822 0.824 0.826 0.830 0.834 0.839 0.845 0.852 0.859 0.869 0.879 0.891 0.904 0.919 0.936 0.955 0.976 1.000 1.027 1.056 1.089 1.117 0.60 PRESSURE* MOMENTUM (POUNDS) 28.38 28.39 28.43 28.48 28.55 28.65 28.77 28.92 29.10 29.30 29.53 29.79 30.08 30.40 30.76 31.15 31.59 32.06 32.57 33.13 33.74 34.40 35.11 35.89 36.54 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 1.65 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY CONTROL (FT) HEAD (FT) (FT /SEC) 0.000 1.653 1.403 5.361 1.500 1.403 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = SPECIFIC ENERGY (FT) 1.684 1.531 1.50 PRESSURE+ MOMENTUM (POUNDS) 106.34 89.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE CONTROL ( 5 6 7 9 . 10 11 12 13 15 16 17 18 19 20 21 23 24 25 26 27 27 28 29 30 30 30 32 FROM FT) .361 .611 .847 .075 .296 .509 .715 .913 .103 .284 .454 .613 .758 .887 .998 .086 .149 .180 .171 .115 .998 .805 .512 .089 .489 .643 .260 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 C1 KI 1 .500 .464 .428 .392 .355 .319 .283 .247 .211 .175 .138 .102 .066 .030 .994 .958 .922 .885 .84.9 .813 .777 .741 .705 .669 .632 .596 .596 n ntr uv VELOCITY (FT/SEC) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 . 2 2 3 3 3 3 3 nczin1 .403 .412 .428 .450 .476 .506 .540 .579 .622 .670 .723 .781 .845 .916 .995 .081 .177 .284 .402 .535 .683 .850 .040 .255 .502 .788 .788 r.rr1 : SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 a WBT vc PRESSURE+ (FT) MOMENTUM (POUNDS) .531 .495 .459 .424 .389 .354 .320 .286 .252 .218 .185 .152 .119 .087 .056 .025 .995 .966 .939 .913 .889 .•867 .848 .833 .823 .819 .819 T C? 89 85 81 77 74 70 67 63 60 57 54 51 48 45 43 41 38 36 35 33 31 30 29 29 28 28 28 .45 .51 .65 .87 .17 .56 .05 .65 .37 .20 .15 .24 .46 .83 .35 .02 .85 .85 .03 .40 .97 .75 .76 .02 .55 .38 .38 PRESSURE+MOMENTUM DOWNSTREAM BALANCE OCCURS AT 28.90 FEET UPSTREAM OF NODE 1053.00 | DEPTH = 0.736 FEET, UPSTREAM CONJUGATE DEPTH = 0.477 FEET | NODE 1052.00 : HGL = < 108 . 7 96>; EGL= < 109 . 019>; FLOWLINE= < 108.200> FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 8 UPSTREAM NODE 1052.00 ELEVATION = 108.20 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) : PIPE FLOW = 2.48 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.79 FEET/SEC. VELOCITY HEAD = 0.223 FEET CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = . 2*( 0.223) = 0.045 NODE 1052.00 : HGL = < 109 . 064>; EGL= < 109 . 064>; FLOWLINE= < 108.200> . ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1052.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 108.20 108.80 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSTS r********************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-20-00 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * J14826 - Poinsettia Properties (The Tides) * * Line C-l * * 100-year, 6 hr Pipe Flow Analysis * ********************************** * ** ******************** *** * ************* FILE NAME: C:\AES\LINE_C-1.DAT TIME/DATE OF STUDY: 10:10 02/14/2011 ******************************************************************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1007.00- 1.63* 113.46 0.75 DC 50.40. } FRICTION 1042.00- 1.53* 102.19 0.75 DC 50.40 } CATCH BASIN 1042.00- 1.62* 95.62 0.75 DC 17.67 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1007.00 FLOWLINE ELEVATION = 107.13 PIPE FLOW = 3.87 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 108.760 FEET NODE 1007.00 : HGL = < 108.760>;EGL= < 108.834>;FLOWLINE= < 107.130> ******************************************************************v FLOW PROCESS FROM NODE 1041.00 TO NODE 1042.00 IS CODE = 1 UPSTREAM NODE 1042.00 ELEVATION = 107.27 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.87 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.84 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.87)/( 105.043))**2 = 0.00136 HF=L*SF =. ( 27.84) *(0. 00136) = 0.03.8 NODE 1042.00 : HGL = < 108 . 7 98>; EGL= < 108 . 872>; FLOWLINE= < 107.270> ************************************************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1042.00 IS CODE = 8 UPSTREAM NODE 1042.00 ELEVATION = 107.27 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) : PIPE FLOW = 3.87 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.19 FEET/SEC. VELOCITY HEAD = 0.074 FEET CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = . 2*( 0.074) = 0.015 NODE 1042.00 : HGL = < 108 . 887>; EGL= < 108 . 887>; FLOWLINE= < 107.270> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1042.00 FLOWLINE ELEVATION, = 107.27 ASSUMED UPSTREAM CONTROL HGL = 108.02 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS APPENDIX E Inlet Sizing Calculations ***********************************************•*•*****? CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY *************************************************** Node 1052 DISCHARGE = 2.48 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .061 FT/FT •COMPUTED DEPTH OF FLOW AT THE CURB = .23 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 8.5 FT LENGTH OF INLET OPENING = 8 FT LENGTH OF INLET TO BE USED = 9 FT DISCHARGE INTERCEPTED BY INLET = 2.4 CFS BYPASS = .1 CFS CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT. 1992 RICK ENGINEERING COMPANY ************************************************************************ Node 1053 DISCHARGE = 2.4 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .06 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .23 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)"3/2 = 8.3 FT LENGTH OF INLET OPENING = 8 FT LENGTH OF INLET TO BE USED = 9 FT DISCHARGE INTERCEPTED BY INLET = 2.3 CFS BYPASS = .1 CFS ************************************************************************ CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY ************************************************* Node 1005 DISCHARGE = 2.4 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .05 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .23 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 8.1 FT LENGTH OF INLET OPENING = 8 FT LENGTH OF INLET TO BE USED = 9 FT DISCHARGE INTERCEPTED BY INLET = 2.4 CFS BYPASS = 0 CFS ***************************************************************************** CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY **************************************** Node 1007 DISCHARGE = 1.66 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C (Q/L=1.7) = 1 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT ************************************************************************** CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY **************************************************************************** Node 1042 DISCHARGE = 3.87 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C (Q/L=1.7) = 2.3 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT ************************************************************************** CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY ************************************************************************ Node 1002 DISCHARGE = 4.11 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C (Q/L=1.7) = 2.4 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT