Loading...
HomeMy WebLinkAboutCT 02-14-02; BRESSI RANCH PA 7 UNIT 2; DRAINAGE; 2004-10-01ADDENDUM TO DRAINAGE REPORT BRESSI RANCH MASS GRADING CT 00-06 Dwg 400-8A, 400-8C 400-8D CARLSBAD, CALIFORNIA OCTOBER, 2004 Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 1525 Faraday Avenue, Suite 300 Carlsbad, CA 92008 ^^^^^^• Prepared By: PROJECTDESIGN CONSULTANTS i»L4NNI>rG • ENVmONMENTAl • BfONEEMNG • SUKVEY/GPS 701 B Street, Suite 800, San Diego, CA 92101 619-235-6471 FAX 619-234-0349 Job No. 2407.30 Gregory M. Shields, PE RCE 42951 Prepared By: RI Registration Expires 03/31/06 Checked By: MW TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 2.0 HYDROLOGY CALCULATIONS 3 3.0 HYDRAULIC CALCULATIONS 4.0 RESULTS 3 FIGURES Page 1.0 Vicinity Map 2 APPENDICES 1.0 AES Rational Method Computer Output 2.0 AES Pipeflow Computer Output A Hydrology Map B Hydraulic Map 1 T:\Water Resources\2407.3-Bressi ResidentialNAddendum PA-7 Oct,04\Report\2407-RV-Addendum.doc 1.0 INTRODUCTION This drainage report addendum has t>een prepared in support of the addition of a stub out connection to the 24-inch storm drain in Paradise Road at station 4-F38.33. The overall Bressi Ranch Project (Project) is located in the City of Carlsbad (City) and is bounded by Palomar Airport Road to the north. El Fuerte Street to the east, and El Camino Real to the west, and Poinsettia Drive to the south. More specifically the Assisted Living Facility is located north of Paradise Road, south of Gateway Road, east of Cottage Drive and west of Astoria Street. See vicinity Map, for the project location. This Addendum is to the Drainage Report for Bressi Ranch Mass Grading, Carlsbad, Califomia by ProjectDesign Consultants, Dated February, 2003. 1 T:\Water Resources\2407.3-Bressi Residential\Addendum PA-7 Oct,04\Report\2407-RV-Addendum.doc POINSETTIA LANE Figure 1: Vicinity Map T:\Water Resources\2407.3-Bressi ResidentialXAddendum PA-7 Oct,04\Report\2407-RV-Addendum.doc 2.0 HYDROLOGY CALCULATIONS A new connection is proposed to the existing 24-inch RCP in Paradise Road at station 4-F38.33 to service the entire Assisted Living Facility. Previously the drainage from this area was collected at a curb inlet at station 6-F50.00 on Paradise Road and a curb inlet at station 4-F1 1.00 on Cottage Drive. These two curb inlets and a stub at the Cottage Drive inlet each collected approximately half of the Assisted Living Facility area and the surrounding streets. The new stub will collect the entire Assisted Living Facility area and the curb inlets will continue to collect the street areas. See Exhibit A for the new Hydrology Map and Appendix B for AES hydrology calculations. The drainage area at the junction at Paradise Road and Cottage Drive remains the same. Due to the changes in the drainage pattem and times of concentration a slight change in flow occurs at this junction. The previous flow was 19.26 cfs and the new flow is 19.63 cfs for and increase of 0.37 cfs. 3.0 HYDRAULIC CALCULATIONS AES hydraulic calculations were run to establish a new HGL and pipe velocities. See Appendix B for the Hydraulic Map and Exhibit 3 for the AES pipeflow calculations. 3.0 RESULTS The modest flow increase of 0.37 cfs is well within the capacity of the effected storm drain and there is a minor change in the HGL. Therefore there is no adverse impact on the existing storm drain system. 3 T:\Water Resources\2407.3-Bressi ResidentialXAddendum PA-7 Oct,04\Report\2407-RV-Addendum.doc APPENDIX 1 AES RATIONAL COMPUTER OUTPUT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGQ COUNTY FLOQD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407.3 - BRESSI RANCH - IN-TRACT HYDROLOGY * * SYSTEM 5000 - PA-7 - 100 YEAR STORM EVENT * * ASCOTT AVENUE CHANGES FQR NEW CATCH BASIN * ************************************************************************** FILE NAME: 5000A.DAT TIME/DATE OF STUDY: 15:02 10/04/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TQ USE FQR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED •USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLQW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN QR EQUAL TQ THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5001.00 TO NODE 5001.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 17.858 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.246 SUBAREA RUNOFF(CFS) = 2.92 TQTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 5001.10 TQ NODE 5002.20 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TQTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.86 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 5002.00 TO NODE 5002.10 IS CODE = 21 »»>RATIQNAL METHOD INITIAL SUBAREA ANALYSIS««< RQAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 20.00 UPSTREAM ELEVATION(FEET) = 405.00 DOWNSTREAM ELEVATION(FEET) = 404.50 ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.890 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 5002.10 TO NODE 5002.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.50 DOWNSTREAM ELEVATION(FEET) = 393.96 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 4.96 Tc(MIN.) = 10.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.446 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) = 2.85 END OF SUBAREA STREET FLQW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOQD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FRQM NODE 5002.20 TO NODE 5002.20 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TQTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.96 RAINFALL INTENSITY(INCH/HR) = 4.45 TQTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.92 17.86 3.246 2.00 2 2.85 10.96 4.446 0.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.98 10.96 4.446 2 5.00 17.86 3.246 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.00 Tc(MIN.) = 17.86 TOTAL AREA(ACRES) = 2.65 LONGEST FLOWPATH FRQM NODE 5002.00 TQ NODE 5002.20 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5002.20 TO NODE 5004.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 387.66 DOWNSTREAM(FEET) = 386.01 FLOW LENGTH(FEET) = 7.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 17.87 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TQ NODE 5004.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TQTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.87 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLQW RATE(CFS) AT CONFLUENCE = 5.00 **************************************************************************** FLOW PROCESS FRQM NODE 5003.00 TO NODE 5003.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 408.20 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.316 100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 4.938 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 5003.10 TO NODE 5003.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 393.96 STREET LENGTH(FEET) = 484.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.72 AVERAGE FLQW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 12.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.145 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 2.87 TQTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 3.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FRQM NODE 5003.00 TO NODE 5003.20 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5003.20 TO NODE 5004.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM{FEET) = 388.23 DOWNSTREAM(FEET) = 386.01 FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLQW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11-77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 5003.00 TO NODE 5004.00 = 605.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5004.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH/HR) = 4.14 TQTAL STREAM AREA (ACRES) = 1-46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HQUR) (ACRE) 1 5.00 17.87 3.245 2.65 2 3.42 12.25 4.139 1.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.33 12.25 4.139 2 7.68 17.87 3.245 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.68 Tc(MIN.) = 17.87 TOTAL AREA(ACRES) = 4.11 LONGEST FLOWPATH FROM NODE 5002.00 TQ NODE 5004.00 = 677.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5004.00 TO NODE 5005.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 385.81 DOWNSTREAM(FEET) = 381.56 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.68 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 18.04 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FRQM NODE 5005.50 TQ NODE 5005.50 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME QF CONCENTRATION(MIN.) = 18.04 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLQW RATE(CFS) AT CONFLUENCE = 7.68 **************************************************************************** FLOW PROCESS FROM NODE 5005.10 TO NODE 5005.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RQAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 20.00 UPSTREAM ELEVATION(FEET) = 405.00 DOWNSTREAM ELEVATION{FEET) = 404.50 ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.890 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 5005.20 TO NODE 5005.30 IS CODE = 62 »»>CQMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 404.50 DOWNSTREAM ELEVATION(FEET) = 387.53 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLQW TRAVEL TIME(MIN.) = 4.95 Tc(MIN.) = 10.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 3.53 END QF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.49 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELQCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.30 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.30 TO NODE 5005.50 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 382.07 DOWNSTREAM(FEET) = 381.56 FLQW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TQ 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER QF PIPES = 1 PIPE-FLOW(CFS) =3.53 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 5005.10 TO NODE 5005.50 = 729.00 FEET. **************************************************************************** FLQW PROCESS FROM NODE 5005.50 TO NODE 5005.50 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER QF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 4.44 TQTAL STREAM AREA(ACRES) = 0.87 PEAK FLQW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.68 18.04 3.224 4.11 2 3.53 10.97 4.445 0.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLQW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.10 10.97 4.445 2 10.24 18.04 3.224 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.24 Tc(MIN.) = 18.04 TOTAL AREA(ACRES) = 4.98 LONGEST FLOWPATH FROM NODE 5002.00 TQ NODE 5005.50 = 787.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.50 TO NODE 5005.51 IS CODE = 31 »»>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM{FEET) = 381.06 DOWNSTREAM(FEET) = 371.06 FLOW LENGTH(FEET) = 205.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.24 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 18.32 LONGEST FLOWPATH FROM NODE 5002.00 TQ NODE 5005.51 = 993.34 FEET. **************************************************************************** FLQW PROCESS FROM NODE 5005-51 TQ NODE 5005.51 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER QF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME QF CONCENTRATION(MIN.) = 18.32 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.24 **************************************************************************** FLOW PROCESS FROM NODE 5005.61 TO NODE 5005.62 IS CODE = 21 »»>RATIQNAL METHOD INITIAL SUBAREA ANALYSIS««< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 398.00 DOWNSTREAM ELEVATION(FEET) = 397.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.041 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 5005.62 TO NODE 5005.51 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 397.00 DOWNSTREAM(FEET) = 379.00 FLOW LENGTH(FEET) = 675.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.46 PIPE TRAVEL TIME(MIN.) = 2.79 Tc(MIN-) = 8.79 LONGEST FLOWPATH FROM NODE 5005.61 TO NODE 5005.51 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.51 TO NODE 5005.51 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.126 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 8.61 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 9.07 TC(MIN.) = 8.79 **************************************************************************** FLQW PROCESS FROM NODE 5005.51 TO NODE 5005.51 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FQR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.79 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.24 18.32 3.192 4.98 2 9.07 8.79 5.126 2.50 RAINFALL INTENSITY AND TIME QF CONCENTRATION RATIO CONFLUENCE FORMULA USED FQR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.45 8.79 5.126 2 15.89 18.32 3.192 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RATE(CFS) = 15.89 Tc(MIN.) = 18.32 TOTAL AREA(ACRES) = 7.48 LONGEST FLOWPATH FRQM NODE 5002.00 TQ NODE 5005.51 = 993.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5005.51 TO NODE 5008.00 IS CODE = 31 »»>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 370.81 DOWNSTREAM(FEET) = 367.63 FLOW LENGTH(FEET) = 65.06 MANNING'S N = 0.013 DEPTH QF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.89 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 18.40 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1058.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5008.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 5006.00 TO NODE 5006.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLQW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.87 **************************************************************************** FLOW PROCESS FROM NODE 5006.10 TO NODE 5006.20 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 388.00 DOWNSTREAM ELEVATION(FEET) = 375.53 STREET LENGTH(FEET) = 356.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLQW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36 PRODUCT QF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 7.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.554 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C-S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) = 4.03 END QF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.01 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.20 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.20 TO NODE 5006.90 IS CODE = 31 »»>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)««< ELEVATION DATA: UPSTREAM(FEET) = 369.91 DOWNSTREAM(FEET) = 368.76 FLOW LENGTH(FEET) = 20.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18-0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.03 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 476.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME QF CONCENTRATION(MIN.) = 7.80 RAINFALL INTENSITY(INCH/HR) = 5.54 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.03 **************************************************************************** FLOW PROCESS FROM NODE 5006.30 TQ NODE 5006.40 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 136.00 UPSTREAM ELEVATION(FEET) = 381.90 DOWNSTREAM ELEVATION(FEET) = 379.00 ELEVATION DIFFERENCE(FEET) = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.970 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 5006.40 TQ NODE 5006.50 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 379.00 DOWNSTREAM ELEVATION(FEET) = 375.53 STREET LENGTH(FEET) = 1.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 30.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.70 STREET FLOW TRAVEL TIME(MIN.) = 0.00 To(MIN.) = 8.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.45 END OF SUBAREA STREET FLQW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) =30.11 DEPTH*VELOCITY(FT*FT/SEC.) = 4.70 LONGEST FLOWPATH FROM NODE 5006.30 TO NODE 5006.50 = 137.00 FEET. **************************************************************************** FLQW PROCESS FROM NODE 5006.50 TO NODE 5006.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 368.98 DOWNSTREAM(FEET) = 368.76 FLQW LENGTH(FEET) = 7.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TQ 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.45 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 5006.30 TO NODE 5006.90 = 144.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 5.05 TOTAL STREAM AREA (ACRES) = 0.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HQUR) (ACRE) 1 4.03 7.80 5.538 0.71 2 2.45 8.99 5.054 0.88 RAINFALL INTENSITY AND TIME QF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLQW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HQUR) 1 6.27 7.80 5-538 2 6-13 8.99 5.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.27 Tc(MIN.) = 7.80 TOTAL AREA(ACRES) = 1.59 LONGEST FLOWPATH FROM NODE 5006.00 TO NODE 5006.90 = 476.50 FEET. **************************************************************************** FLOW PROCESS FRQM NODE 5006.90 TO NODE 5008.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)««< ELEVATION DATA: UPSTREAM(FEET) = 368.26 DOWNSTREAM(FEET) = 367.63 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER QF PIPES = 1 PIPE-FLOW(CFS) = 6.27 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 8-28 LONGEST FLOWPATH FROM NODE 5006-00 TO NODE 5008-00 = 604-50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5008-00 TO NODE 5008.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.27 8.28 5.330 1.59 LONGEST FLOWPATH FROM NODE 5006.00 TQ NODE 5008.00 = 604.50 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.89 18.40 3.183 7.48 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5008.00 = 1058.40 FEET- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HQUR) 1 15.76 8.28 5.330 2 19.63 18.40 3.183 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RATE(CFS) = 19.63 Tc(MIN.) = 18-40 TQTAL AREA(ACRES) = 9-07 **************************************************************************** FLOW PROCESS FROM NODE 5008.00 TO NODE 5007.14 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)««< ELEVATION DATA: UPSTREAM(FEET) = 367.30 DOWNSTREAM(FEET) = 366.50 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.05 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.63 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.14 = 1165.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.14 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.65 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 9.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.63 **************************************************************************** FLOW PROCESS FROM NODE 5007.11 TO NODE 5007.12 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S- CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 383.20 DOWNSTREAM ELEVATION(FEET) = 382.40 ELEVATION DIFFERENCE(FEET) = 0-80 URBAN SUBAREA OVERLAND TIME QF FLOW(MIN-) = 8.855 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.103 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 5007.12 TO NODE 5007.13 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 382.40 DOWNSTREAM(FEET) = 373.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0-0368 CHANNEL BASE(FEET) = 0-00 "Z" FACTOR = 5-000 MANNING'S FACTOR = 0-035 MAXIMUM DEPTH(FEET) = 0-50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.526 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1-11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC-) = 2-30 AVERAGE FLOW DEPTH(FEET) = 0-31 TRAVEL TIME(MIN-) = 1-81 Tc(MIN.) = 10.67 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1-64 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1-92 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 2.68 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.13 = 330.00 FEET. **************************************************************************** FLOW PROCESS FRQM NODE 5007.13 TO NODE 5007.14 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NQN-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 367.14 DOWNSTREAM(FEET) = 366.75 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TQ 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0-14 Tc(MIN-) = 10.81 LONGEST FLOWPATH FROM NODE 5007.11 TO NODE 5007.14 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TQ NODE 5007.14 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FQR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN-) = 10-81 RAINFALL INTENSITY(INCH/HR) = 4-49 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.63 18.65 3.156 9.07 2 1.92 10.81 4.487 0.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.73 10.81 4.487 2 20.99 18.65 3.156 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.99 Tc(MIN.) = 18.65 TOTAL AREA(ACRES) = 9-83 LONGEST FLOWPATH FROM NODE 5002.00 TQ NODE 5007.14 = 1165.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.14 TO NODE 5007.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 366.50 DOWNSTREAM(FEET) = 366.19 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0-013 DEPTH OF FLOW IN 27-0 INCH PIPE IS 19-1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER QF PIPES = 1 PIPE-FLOW(CFS) = 20.99 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 18.76 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1209.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.76 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 9.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.99 **************************************************************************** FLQW PROCESS FROM NODE 5007.30 TQ NODE 5007.40 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 321.00 UPSTREAM ELEVATION(FEET) = 380.00 DOWNSTREAM ELEVATION(FEET) = 374.50 ELEVATION DIFFERENCE(FEET) = 5.50 URBAN SUBAREA OVERLAND TIME QF FLOW(MIN.) = 14.823 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.660 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 1-33 **************************************************************************** FLOW PROCESS FROM NODE 5007.40 TO NODE 5007.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 368.02 DOWNSTREAM(FEET) = 366.69 FLQW LENGTH(FEET) = 5.55 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TQ 18.000 DEPTH QF FLOW IN 18-0 INCH PIPE IS 2-0 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 11-98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.83 LONGEST FLOWPATH FROM NODE 5007.30 TO NODE 5007.90 = 326.55 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5007.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FQR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.83 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 5007.00 TO NODE 5007.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 392.40 DOWNSTREAM ELEVATION(FEET) = 391.40 ELEVATION DIFFERENCE(FEET) = 1-00 URBAN SUBAREA OVERLAND TIME QF FLOW(MIN.) = 9-900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4-748 SUBAREA RUNOFF(CFS) = 0-52 TQTAL AREA(ACRES) = 0-20 TOTAL RUNOFF(CFS) = 0-52 **************************************************************************** FLOW PROCESS FRQM NODE 5007-10 TQ NODE 5007.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 390.50 DOWNSTREAM ELEVATION(FEET) = 374.75 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6-0 STREET HALFWIDTH(FEET) = 20-00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0-020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0-020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLQW(CFS) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLQW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLQW VELOCITY(FEET/SEC-) = 3-47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1-63 Tc(MIN.) = 11.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.303 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1-28 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1-48 PEAK FLQW RATE(CFS) = 3-55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET/SEC.) = 3.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.20 TO NODE 5007.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NQN-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 366.91 DOWNSTREAM(FEET) = 366.69 FLOW LENGTH(FEET) = 19.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH QF FLQW IN 18.0 INCH PIPE IS 7-2 INCHES PIPE-FLOW VELOCITY(FEET/SEC-) = 5-39 ESTIMATED PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3-55 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.59 LONGEST FLOWPATH FROM NODE 5007.00 TO NODE 5007.90 = 459.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007-90 TO NODE 5007.90 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TQTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 1-48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3-55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN-) (INCH/HOUR) (ACRE) 1 20.99 18.76 3-144 9.83 2 1.33 14.83 3.659 0-66 3 3-55 11-59 4-289 1-48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FQR 3 STREAMS- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN-) (INCH/HOUR) 1 20-07 11-59 4-289 2 22.39 14.83 3.659 3 24.73 18.76 3.144 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.73 Tc(MIN.) = 18.76 TOTAL AREA(ACRES) = 11.97 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5007.90 = 1209.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5007.90 TO NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 369.00 FLQW LENGTH(FEET) = 318.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.73 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 19.31 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015.00 = 1527.90 FEET- **************************************************************************** FLOW PROCESS FRQM NODE 5015-00 TO NODE 5015.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE««< TQTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME QF CONCENTRATION(MIN.) = 19.31 RAINFALL INTENSITY(INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 11.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.73 **************************************************************************** FLOW PROCESS FROM NODE 5012.10 TO NODE 5012.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 381.00 DOWNSTREAM ELEVATION(FEET) = 380.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5012.20 TQ NODE 5012.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 380.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER QF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT QF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLQW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 12.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.091 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S-C-S- CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1-21 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 2.98 END QF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.42 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FRQM NODE 5012.10 TO NODE 5012.30 = 500-00 FEET- **************************************************************************** FLOW PROCESS FROM NODE 5012-30 TQ NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 20.50 MANNING'S N = 0-013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18-000 DEPTH OF FLOW IN 18-0 INCH PIPE IS 4-5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.98 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.51 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5015.00 = 520.50 FEET. * * * * ************************************************************************ FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 1-31 PEAK FLQW RATE(CFS) AT CONFLUENCE = 2.98 **************************************************************************** FLOW PROCESS FROM NODE 5013.10 TO NODE 5013.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 378.40 DOWNSTREAM ELEVATION(FEET) = 377.40 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.900 100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 5013.20 TO NODE 5013.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 377.00 DOWNSTREAM ELEVATION(FEET) = 370.00 STREET LENGTH(FEET) = 377.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CRQWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 12.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 0.90 PEAK FLQW RATE(CFS) = 2.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOQD WIDTH(FEET) = 8.60 FLQW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY{FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FRQM NODE 5013.10 TO NODE 5013.30 = 477.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5013.30 TO NODE 5015.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.79 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5015-00 = 486.00 FEET. **************************************************************************** FLQW PROCESS FROM NODE 5015.00 TQ NODE 5015.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FQR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN-) = 12-79 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HQUR) (ACRE) 1 24.73 19.31 3.086 11.97 2 2.98 12.51 4.083 1.31 3 2.07 12.79 4.025 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.72 12.51 4.083 2 23.98 12.79 4.025 3 28.58 19.31 3-086 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RATE(CFS) = 28.58 Tc(MIN.) = 19.31 TQTAL AREA(ACRES) = 14.18 LONGEST FLOWPATH FROM NODE 5002.00 TO NODE 5015.00 = 1527.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.18 TC(MIN.) = 19.31 PEAK FLOW RATE(CFS) = 28.58 END OF RATIONAL METHOD ANALYSIS APPENDIX 2 AES PIPEFLOW COMPUTER OUTPUT ****************************************************************************** PIPE-FLOW HYDRAtHilCS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: Proj ectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407.3 BRESSI RANCH - IN-TRACT PIPEFLOW * * SYSTEM 5000 - PA 7 - 100 YEAR STORM EVENT * * ASCOTT AVE MAIN LINE * ************************************************************************** FILE NAME: 5000IT01.DAT TIME/DATE OF STUDY: 18:25 10/04/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) } } } } } NODE NUMBER 5032.90- } 5040.00- ] 5041.00- ] 5042.00- ] 5042.90- ] 5044.00- ] 5045.20- } 5045.10- } 5045.00- } 5045.90- } 5046.00- } 5046-90- } 5046-80- } 5047.00- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PRQCESS HEAD(FT) MOMENTUM(POUNDS) 3.99* FRICTION+BEND 4.14* FRICTION 4.42* FRICTION+BEND 4.66* JUNCTION 4.91* FRICTION+BEND 4.99* FRICTION JUNCTION FRICTION JUNCTION FRICTION 5.04* 5.24* 5.33* 5 .44* 4-38* FRICTION+BEND 2.62* JUNCTION 2.85* FRICTION+BEND 963 .39 992.77 1048.46 1095.57 1038.93 1053 .28 1063.02 1069.34 1086.88 1027.09 818.00 473.52 427.25 } HYDRAULIC JUMP DOWNSTREAM RUN FLQW PRESSURE+ DE PTH(FT) MOMENTUM(POUNDS) 1.75 555-03 555.03 1.15 Dc 166.38 1.75 Dc 1.75 Dc 1.75 DC 1.64 DC 1.64 Dc 1.64 Dc 1.59 Dc 1.20 0.82 0.86 1.44 Dc 0.62 0.63* 555-03 555.03 438.65 438.65 438.65 399.32 444.29 427.77 405.67 298.67 260.09 254.98 } FRICTION 5048.00- 1.15 Dc 166.38 0.92* 178.72 } JUNCTION 5048.90- 1.08 DC 124.67 0.76* 145.56 } FRICTION 5049.00- 1.07*Dc 124.67 1.07*Dc 124.67 } JUNCTION 5049.90- 1.73* 120.57 0.35 74.42 } FRICTION } HYDRAULIC JUMP 5050.00- 0.71*Dc 42.94 0.71*Dc 42.94 } CATCH BASIN 5050.00- 1.03* 23.16 0.71 Dc 15.17 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. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5032.90 FLOWLINE ELEVATION = 365.13 PIPE FLOW = 24.73 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 369.120 FEET NODE 5032.90 : HGL = < 369.120>;EGL= < 370.082>;FLOWLINE= < 365.130> ****************************************************************************** FLQW PROCESS FROM NODE 5032.90 TO NODE 5040.00 IS CODE = 3 UPSTREAM NODE 5040.00 ELEVATION = 365.21 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 24.73 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 14.300 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 11.21 FEET BEND COEFFICIENT(KB) = 0.09965 FLOW VELOCITY = 7.87 FEET/SEC. VELOCITY HEAD = 0.962 FEET HB=KB*(VELOCITY HEAD) = ( 0.100)*( 0.962) = 0.096 SF=(Q/K)**2 = (( 24.73)/( 226.212))**2 = 0.01195 HF=L*SF = ( 11.21)* (0.01195) = 0.134 TOTAL HEAD LOSSES = HB + HF = ( 0.096)+( 0.134) = 0.230 NODE 5040.00 : HGL = < 369.350>;EGL= < 370.312>;FLOWLINE= < 365.210> ****************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5041.00 IS CODE = 1 UPSTREAM NODE 5041.00 ELEVATION = 365.60 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 24.73 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 56.41 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 24.73)/( 226.224))**2 = 0.01195 HF=L*SF = ( 56.41)* (0.01195) = 0.674 NODE 5041.00 : HGL = < 370.024>;EGL= < 370.986>;FLQWLINE= < 365.600> ****************************************************************************** FLOW PROCESS FROM NODE 5041.00 TO NODE 5042.00 IS CODE = 3 UPSTREAM NODE 5042.00 ELEVATION = 365.86 (FLQW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 24.73 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 6.750 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 36.35 FEET BEND COEFFICIENT(KB) = 0.06847 FLQW VELOCITY = 7.87 FEET/SEC. VELOCITY HEAD = 0.962 FEET HB=KB*(VELOCITY HEAD) = ( 0.068)*( 0.962) = 0.066 SF=(Q/K)**2 = (( 24.73)/( 226.229))**2 = 0.01195 HF=L*SF = ( 36.35)*(0.01195) = 0.434 TQTAL HEAD LOSSES = HB + HF = ( 0.066)+( 0.434) = 0.500 NODE 5042.00 : HGL = < 370.524>;EGL= < 371.486>;FLOWLINE= < 365.860> ****************************************************************************** FLQW PROCESS FROM NODE 5042.00 TQ NODE 5042.90 IS CODE = 5 UPSTREAM NODE 5042.90 ELEVATION = 366.19 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 20.99 24.00 0.00 366.19 1.64 6.681 DOWNSTREAM 24.73 24.00 - 365.86 1.75 7.872 LATERAL #1 2.70 18.00 90.00 366.69 0.62 1.528 LATERAL #2 1.04 18.00 90.00 366.69 0.38 0.589 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00861 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01195 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01028 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.041 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.269)+( 0.041)+( 0-000) = 0-310 NODE 5042.90 : HGL = < 371 -103>;EGL= < 371.797>;FLOWLINE= < 366.190> ****************************************************************************** FLOW PROCESS FROM NODE 5042.90 TO NODE 5044.00 IS CODE = 3 UPSTREAM NODE 5044.00 ELEVATION = 366.34 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 20.99 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 4.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 21.68 FEET BEND COEFFICIENT(KB) = 0.05270 FLOW VELOCITY = 6.68 FEET/SEC. VELOCITY HEAD = 0.693 FEET HB=KB*(VELOCITY HEAD) = ( 0.053)*( 0.693) = 0.037 SF=(Q/K)**2 = (( 20.99)/( 226.224))**2 = 0.00861 HF=L*SF = ( 21.68)*(0.00861) = 0.187 TQTAL HEAD LOSSES = HB + HF = ( 0.037)+( 0.187) = 0.223 NODE 5044-00 : HGL = < 371 -327>;EGL= < 372-020>;FLOWLINE= < 366-340> ****************************************************************************** FLOW PROCESS FROM NODE 5044.00 TO NODE 5045.20 IS CODE = 1 UPSTREAM NODE 5045.20 ELEVATION = 366.50 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 20.99 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 24.36 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 20.99)/( 226.222))**2 = 0.00861 HF=L*SF = ( 24.36)*(0.00861) = 0.210 NODE 5045.20 : HGL = < 371.536>;EGL= < 372.229>;FLQWLINE= < 366.500> ****************************************************************************** FLOW PROCESS FROM NODE 5045.20 TO NODE 5045.10 IS CODE = 5 UPSTREAM NODE 5045.10 ELEVATION = 366.50 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH{FT.) (FT/SEC) UPSTREAM 19.63 24.00 0.00 366.50 1.59 6.248 DOWNSTREAM 20.99 24.00 - 366.50 1.64 6.681 LATERAL #1 1.36 18.00 90.00 366.75 0.44 0.770 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 o.OO===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0-01300; FRICTION SLOPE = 0-00753 DOWNSTREAM: MANNING'S N = 0-01300; FRICTION SLOPE = 0.00861 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00807 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.032 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.087)+( 0.032)+( 0.000) = 0.119 NODE 5045.10 : HGL = < 371.742>;EGL= < 372.349>;FLOWLINE= < 366.500> ****************************************************************************** FLOW PROCESS FRQM NODE 5045.10 TO NODE 5045.00 IS CODE = 1 UPSTREAM NODE 5045.00 ELEVATION = 367.30 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.63 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 118.13 FEET MANNING'S N = 0.013 00 SF=(Q/K)**2 = (( 19.63)/( 226.226))**2 = 0.00753 HF=L*SF = ( 118.13)* (0.00753) = 0.889 NODE 5045.00 : HGL = < 372.632>;EGL= < 373.238>;FLOWLINE= < 367.300> ****************************************************************************** FLOW PROCESS FROM NODE 5045.00 TO NODE 5045.90 IS CODE = 5 UPSTREAM NODE 5045.90 ELEVATION = 367.63 (FLQW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 15.89 24.00 0.00 367.63 1.44 5.058 DOWNSTREAM 19.63 24.00 - 367.30 1.59 6.248 LATERAL #1 3.74 18.00 90.00 367.63 0.74 2.116 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00493 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00753 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00623 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.025 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.209)+( 0.025)+( 0-000) = 0-234 NODE 5045-90 : HGL = < 373 .075>;EGL= < 373.472>;FLOWLINE= < 367.630> ****************************************************************************** FLOW PROCESS FROM NODE 5045.90 TQ NODE 5046.00 IS CODE = 1 UPSTREAM NODE 5046.00 ELEVATION = 368.82 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.89 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 25.02 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 15.89)/( 226.221))**2 = 0.00493 HF=L*SF = ( 25.02)* (0-00493) = 0.123 NODE 5046.00 : HGL = < 373.198>;EGL= < 373.595>;FLOWLINE= < 368.820> ****************************************************************************** FLOW PROCESS FRQM NODE 5046.00 TQ NODE 5046.90 IS CODE = 3 UPSTREAM NODE 5046.90 ELEVATION = 370.81 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLQW = 15.89 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 11.300 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 40.04 FEET BEND COEFFICIENT(KB) = 0.08858 FLOW VELOCITY = 5.06 FEET/SEC. VELOCITY HEAD = 0.397 FEET HB=KB*(VELOCITY HEAD) = ( 0.089)*( 0.397) = 0.035 SF=(Q/K)**2 = (( 15.89)/( 226.228))**2 = 0.00493 HF=L*SF = ( 40.04)* (0.00493) = 0.198 TOTAL HEAD LOSSES = HB + HF = ( 0.035)+( 0.198) = 0.233 NODE 5046.90 : HGL = < 373.431>;EGL= < 373.828>;FLOWLINE= <' 370.810> ****************************************************************************** FLOW PROCESS FROM NODE 5046.90 TO NODE 5046.80 IS CODE = 5 UPSTREAM NODE 5046.80 ELEVATION = 371.06 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 10.24 24.00 0.00 371.06 1.15 3.260 DOWNSTREAM 15.89 24.00 - 370.81 1-44 5.058 LATERAL #1 5.65 18.00 90.00 371.06 0.92 3.197 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00205 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00493 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00349 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.232)+( 0.014)+( 0.000) = 0.246 NODE 5046.80 : HGL = < 373.909>;EGL= < 374.074>;FLOWLINE= < 371.060> ****************************************************************************** FLOW PROCESS FROM NODE 5046.80 TQ NODE 5047-00 IS CODE = 3 UPSTREAM NODE 5047-00 ELEVATION = 373-56 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 10-24 CFS PIPE DIAMETER = 24-00 INCHES CENTRAL ANGLE = 14-500 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 51.04 FEET HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.61 CRITICAL DEPTH(FT) = 1-15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.63 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.627 12.160 2.924 254.98 1.276 0.626 12.174 2.929 255.23 2.608 0.626 12.188 2.934 255.49 4.001 0.625 12.202 2.939 255-74 5.462 0.625 12.216 2.943 255.99 6-996 0-624 12.230 2.948 256.24 8.611 0.624 12.245 2.953 256.49 10.316 0.623 12.259 2.958 256.75 12.121 0.622 12.273 2.963 257.00 14.038 0.622 12.287 2.968 257-26 16-083 0-621 12.301 2.973 257.51 18.272 0.621 12-316 2-978 257-77 20.626 0.620 12.330 2.983 258.02 23.173 0.620 12-344 2.987 258.28 25.946 0.619 12.359 2.992 258.54 28.988 0.619 12.373 2.997 258-80 32-356 0.618 12.387 3.002 259.06 36.126 0.618 12.402 3.008 259.32 40.407 0.617 12.416 3.013 259-58 45-356 0-617 12-431 3-018 259.84 51.040 0.616 12.445 3.023 260.09 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.85 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.849 3.259 3.014 427.25 18.312 2.000 3.259 2.165 260.72 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLQW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 18- 312 19- 012 19-688 20.348 20.994 21.628 22.250 22.859 23.456 24.039 24.609 25.164 25.703 26.224 26 .726 27.207 27.664 28.095 28.497 28.866 29.197 29.486 29.726 29.909 30.027 30.070 51.040 FLOW DEPTH (FT) 2.000 1.966 1.932 1.897 1.863 1.829 1.795 1.761 1.727 1-692 1.658 1.624 1.590 1.556 1.522 1.487 1.453 1.419 1.385 1.351 1.316 1.282 1.248 1.214 1.180 1.146 1.146 VELOCITY (FT/SEC) 3 .258 3.271 3.293 3.323 3.358 3.399 3.444 3.495 3.550 3. 3 . 3. 3. 3 . 3 . 4. 4. SPECIFIC ENERGY(FT) 2.165 2.132 2 .100 2.069 2.039 2.009 1.979 1.951 1.922 1. 895 868 842 817 793 769 747 726 1.706 1-687 1.670 1.655 1-642 1-631 1.623 1.618 1.616 1.616 PRESSURE+ MOMENTUM(POUNDS) 260.72 254.27 248.07 242.05 236.22 230.56 225.08 219-79 214.69 209.79 205.10 200.61 196.35 192.32 188.53 184 181 178 175 99 71 71 99 173.57 171.47 169.71 168.29 167 .25 166-61 166-38 166-38 611 676 747 823 904 992 086 187 4-295 4-411 4-535 4-668 4-811 4- 965 5- 130 5-309 5.501 5.501 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 18.49 FEET UPSTREAM OF NODE 5046.80 | I DOWNSTREAM DEPTH = 1.991 FEET, UPSTREAM CONJUGATE DEPTH = 0.618 FEET j NODE 5047.00 : HGL = < 374.187>;EGL= < 376.484>;FLOWLINE= < 373.560> ****************************************************************************** FLOW PROCESS FROM NODE 5047.00 TQ NODE 5048.00 IS CODE = 1 UPSTREAM NODE 5048.00 ELEVATION = 381.06 (FLQW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.24 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 154.80 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.62 CRITICAL DEPTH(FT) = 1.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.92 GRADUALLY VARIED FLQW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 0. 915 7. 304 1-744 178.72 0.459 0. 903 7. 430 1-761 180-20 0.966 0. 891 7. 561 1.780 181.78 1.526 0. 879 7. 697 1.800 183.46 2.145 0. 867 7 . 837 1.822 185.26 2.830 0. 855 7. 982 1.845 187.17 3.586 0. 843 8. 133 1.871 189.21 4.424 0. 831 8. 289 1.899 191.37 5.353 0. 819 8. 450 1.929 193.66 6.386 0. 807 8. 618 1.961 196.09 7.536 0. 795 8. 792 1.996 198.67 8.822 0. 783 8. 973 2.034 201.39 10.263 0. 771 9. 161 2.075 204.28 11.888 0-759 9. 356 2 .119 207.32 13 .729 0-747 9. 559 2.167 210.55 15.829 0-735 9. 771 2.219 213.95 18.245 0 723 9-991 2.274 217.55 21.054 0 711 10-220 2.334 221.35 24.364 0 699 10-460 2.399 225.36 28.333 0 687 10. 710 2.469 229.59 33.206 0 675 10 971 2.545 234.07 39.394 0 663 11 244 2.628 238.79 47.668 0 651 11 529 2.717 243 .79 59.759 0 639 11 828 2.813 249.06 81.225 0 627 12 141 2.918 254.64 154.800 0 627 12 160 2.924 254.98 5048.00 HGL = < 381 975>;EGL= < 382.804>;FLOWLINE= < 381-060> ****************************************************************************** FLOW PROCESS FROM NODE 5048-00 TO NODE 5048.90 IS CODE = 5 UPSTREAM NODE 5048.90 ELEVATION = 381.56 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 7.68 10.24 2.56 0.00 DIAMETER (INCHES) 18.00 24.00 18.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 381.56 381.06 381.56 0.00 CRITICAL DEPTH(FT.) 1.07 1.15 0-61 0-00 VELOCITY (FT/SEC) 8-570 7-306 3-826 0.000 0.00===Q5 EQUALS BASIN INPUT= .02059 .01113 0.000 FEET JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01586 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.063 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.591)+( 0.063)+( 0.000) = 0.655 NODE 5048.90 : HGL = < 382.318>;EGL= < 383.459>;FLOWLINE= < 381.560> ****************************************************************************** FLOW PROCESS FRQM NODE 5048.90 TO NODE 5049.00 IS CODE = 1 UPSTREAM NODE 5049.00 ELEVATION = 385.81 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.68 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 196.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) = 1.07 UPSTREAM CQNTROL ASSUMED FLOWDEPTH(FT) = 1.07 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: CE FROM FLQW DEPTH VELOCITY SPECIFIC PRESSURE+ QL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0.000 1. 072 5.684 1. 574 124.67 0.029 1. 059 5.759 1. 574 124.70 0.105 1 046 5.837 1. 575 124.79 0.234 1 033 5.918 1. 577 124.94 0.421 1 020 6.002 1. 579 125.14 0.671 1 007 6.089 1. 583 125.40 0.992 0 994 6.179 1. 587 125.73 1.392 0 981 6.272 1. 592 126.12 1.880 0 968 6.369 1. 598 126-57 2.467 0 955 6.469 1. 605 127-10 3 .169 0 942 6.573 1. 613 127-69 4.000 0 929 6.681 1. 622 128.36 4.981 0 916 6.793 1. 633 129.11 6.138 0 903 6.910 1. 645 129.93 7.501 0 890 7.031 1. 658 130-84 9.112 0 877 7 .156 1. 672 131-83 11.025 0 864 7 .287 1-689 132.91 13.313 0 851 7.423 1. 707 134-09 16.077 0 838 7.564 1. 727 135.36 19.469 0 825 7 .711 1. 749 136.74 23.721 0 812 7 .864 1-773 138.22 29.223 0 .799 8.024 1. 799 139.82 36.707 0 .786 8.191 1. 828 141.53 47.818 0 .773 8.364 1 860 143.36 67.832 0 .760 8.546 1 895 145-33 196.000 0 .758 8.567 1. 899 145-56 NODE 5049-00 : HGL = < 386 -882>;EGL= < 387.3 84>;FLOWLINE= < 385-810> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 5049-90 5049.00 TO NODE ELEVATION = 5049.90 IS CODE = 5 386.01 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 3 .42 7.68 4.26 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 90.00 90.00 0.00 FLOWLINE ELEVATION 386.01 385.81 386.01 386.01 CRITICAL DEPTH(FT.) 0.71 1.07 0.79 0.00 VELOCITY (FT/SEC) 1.935 5.675 2.618 0.000 0.00===Q5 EQUALS BASIN INPUT== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0-00106 DOWNSTREAM: MANNING'S N = 0-01300; FRICTION SLOPE = 0-00720 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00413 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.017 FEET ENTRANCE LOSSES = 0.000 FEET (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) ( 0.395)+( 0.017)+( 0.000) = 0.412 NODE 5049.90 : HGL = < 387.737>;EGL= < 387.795>;FLOWLINE= < 386.010> ****************************************************************************** FLQW PROCESS FRQM NODE UPSTREAM NODE 5050.00 5049.90 TO NODE ELEVATION = 5050.00 IS CODE = 1 388.23 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.42 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.33 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 0-71 GRADUALLY VARIED FLQW PROFILE COMPUTED INFORMATION: DISTANCE FRQM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0-000 0.705 4.188 0.978 42.94 0-007 0.690 4-308 0.978 42.97 0-029 0.675 4.435 0.980 43.07 0.067 0.660 4.570 0-984 43.24 0.125 0.644 4.712 0-989 43.48 0.203 0.629 4.863 0.997 43.81 0.307 0.614 5.023 1.006 44.22 0-438 0.599 5.194 1.018 44.71 0-601 0.584 5.376 1.033 45-31 0.802 0.568 5.570 1.050 46-00 1.046 0.553 5.778 1.072 46-80 1.340 0.538 6.000 1.097 47-73 1.696 0-523 6.239 1.128 48-78 2.123 0-508 6.495 1.163 49.97 2.637 0.492 6.772 1.205 51.32 3 .258 0.477 7.070 1.254 52.83 4.011 0.462 7.394 1.311 54.52 4-932 0.447 7.744 1.379 56.42 6-072 0.432 8-126 1.458 58.54 7.503 0.416 8.543 1.550 60.92 9.342 0.401 9.000 1.660 63.57 11.780 0.386 9.501 1.789 66.55 15.182 0.371 10.054 1.941 69.88 20.366 0.356 10.667 2 .124 73 .63 22.250 0.353 10.795 2.163 74.42 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS =================== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 1.73 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.727 1.935 1.785 120.57 2.300 1.500 1.935 1.558 95.53 ===================== ========= ============= =============== = = = = = = = = = = = = =: = = = =: = = = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FRQM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 2.300 1.500 1.935 1.558 95.53 2 .616 1.468 1.945 1.527 92-10 2.926 1.436 1.963 1.496 88.75 3.233 1.405 1.988 1.466 85.48 3.536 1.373 2.017 1.436 82.28 3.836 1.341 2.051 1.406 79.17 4.133 1.309 2.089 1.377 76.15 4.426 1.277 2.132 1-348 73 .22 4.716 1.246 2.180 1-319 70.38 5.002 1.214 2-232 1-291 67.65 5.283 1.182 2 .289 1-263 65.03 5.560 1.150 2-351 1-236 62.52 5.832 1.118 2-419 1-209 60.13 6.097 1.087 2-494 1-183 57.86 6.356 1.055 2-575 1.158 55.72 6.606 1.023 2-663 1.133 53.71 6.848 0.991 2.759 1.110 51-84 7.079 0.959 2.864 1.087 50-13 7 .297 0.928 2.979 1.066 48.57 7.501 0.896 3.105 1.046 47-17 7.688 0.864 3.244 1.028 45.95 7.853 0.832 3.396 1.011 44.92 7-994 0.800 3.564 0.998 44.08 8-105 0.769 3 .750 0.987 43 .46 8.178 0.737 3.957 0.980 43 .07 8.205 0.705 4.188 0.978 42-94 22.250 0.705 4.188 0.978 42.94 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 4.58 FEET UPSTREAM OF NODE 5049.90 | i DOWNSTREAM DEPTH = 1.260 FEET, UPSTREAM CONJUGATE DEPTH = 0.364 FEET | NODE 5050.00 : HGL = < 388. 935>;EGL= < 389.208>;FLOWLINE= < 388.230> ****************************************************************************** FLOW PROCESS FROM NODE 5050.00 TO NODE 5050.00 IS CODE = 8 UPSTREAM NODE 5050.00 ELEVATION = 388.23 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.42 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.19 FEET/SEC. VELOCITY HEAD = 0.273 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.273) = 0.055 NODE 5050.00 : HGL = < 389.262>;EGL= < 389.262>;FLOWLINE= < 388.230> c************************************ ***************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5050.00 FLOWLINE ELEVATION = 388.23 ASSUMED UPSTREAM CONTROL HGL = 388.94 FOR DOWNSTREAM RUN ANALYSIS END QF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407.3 BRESSI RANCH - IN-TRACT PIPEFLOW * * SYSTEM 5000 - PA 7 - 100 YEAR STORM EVENT * * ASHTON DR MAIN LINE ************************************************************************** FILE NAME: 5000IT04.DAT TIME/DATE OF STUDY: 06:24 10/05/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 5045.10- 5.45* 896.60 0.87 88.02 } FRICTION 5045.20- 4.92* 791-79 0.89 Dc 87.95 } JUNCTION 5045.30- 4.58* 440.18 0.66 54.99 } FRICTION 5045.40- 4.39* 419.53 0.77 Dc 53.12 } CATCH BASIN 5045.40- 4.49* 412.40 0.77 Dc 18.58 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5045.10 FLOWLINE ELEVATION = 367.63 PIPE FLOW = 6.27 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 373.080 FEET NODE 5045.10 : HGL = < 373.080>;EGL= < 373.142>;FLOWLINE= < 367.630> ****************************************************************************** FLOW PROCESS FROM NODE 5045.10 TQ NODE 5045.20 IS CODE = 1 UPSTREAM NODE 5045.20 ELEVATION = 368.26 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.27 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 124.09 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.27)/( 226.243))**2 = 0.00077 HF=L*SF = ( 124.09)* (0.00077) = 0.095 NODE 5045.20 : HGL = < 373.175>;EGL= < 373.237>;FLOWLINE= < 368-260> * * * *************************************************************************** FLOW PROCESS FROM NODE 5045-20 TO NODE 5045-30 IS CODE = 5 UPSTREAM NODE 5045.30 ELEVATION = 368.76 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 4.03 18.00 90.00 368.76 0.77 2.280 DOWNSTREAM 6.27 24.00 - 368.26 0.89 1-995 LATERAL #1 2-24 18.00 90.00 368.76 0.57 1.268 LATERAL #2 0-00 0.00 0.00 0.00 0.00 0.000 Q5 o.OO===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00147 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00077 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00112 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.004 FEET ENTRANCE LOSSES = 0-000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0-179)+( 0.004)+( 0.000) = 0.184 NODE 5045.30 : HGL = < 373.340>;EGL= < 373.421>;FLQWLINE= < 368.760> ********* ********************************************************************* FLOW PROCESS FROM NODE 5045.30 TQ NODE 5045.40 IS CODE = 1 UPSTREAM NODE 5045.40 ELEVATION = 368.98 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.03 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.03)/( 105.050))**2 = 0.00147 HF=L*SF = ( 22-25)*(0-00147) = 0-033 NODE 5045-40 : HGL = < 373 -373>;EGL= < 373 -454>;FLOWLINE= < 368-980> ********** ******************************************************************** FLQW PROCESS FROM NODE 5045.40 TQ NODE 5045.40 IS CODE = 8 UPSTREAM NODE 5045.40 ELEVATION = 368.98 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLQW = 4-03 CFS PIPE DIAMETER = 18-00 INCHES FLOW VELOCITY = 2-28 FEET/SEC- VELOCITY HEAD = 0-081 FEET CATCH BASIN ENERGY LOSS = -2*(VELOCITY HEAD) = -2*( 0.081) = 0.016 NODE 5045.40 : HGL = < 373.470>;EGL= < 373-470>;FLOWLINE= < 368.980> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5045.40 FLOWLINE ELEVATION = 368.98 ASSUMED UPSTREAM CONTROL HGL = 369.75 FOR DOWNSTREAM RUN ANALYSIS END QF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD.LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8-0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION QF STUDY ************************** * 2047-00 - BRESSI RANCH - IN-TRACT PIPEFLOW * * SYSTEM 5000 - PA-7 - ASSISTED LIVING STUB * * 100 YEAR STQRM EVENT * ************************************************************************** FILE NAME: 5000IT21.DAT TIME/DATE OF STUDY: 10:04 10/05/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 5046.70- 2.85* 240.92 0.30 67.25 } FRICTION } HYDRAULIC JUMP 5046.60- 0.65*Dc 35.01 0.65*Dc 35.01 } CATCH BASIN 5046.60- 0.95* 18.79 0.65 Dc 12-47 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS- ****************************************************************************** DOWNSTREAM PIPE FLQW CQNTROL DATA: NODE NUMBER = 5046.70 FLOWLINE ELEVATION = 371.06 PIPE FLOW = 2.92 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 373.910 FEET NODE 5046.70 : HGL = < 373-910>;EGL= < 373.952>;FLOWLINE= < 371.060> ****************************************************************************** FLOW PROCESS FROM NODE 5046.70 TO NODE 5046.60 IS CODE = 1 UPSTREAM NODE 5046.60 ELEVATION = 373.87 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.92 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.2 8 CRITICAL DEPTH(FT) = 0.65 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.65 GRADUALLY VARIED FLQW PROFILE COMPUTED INFORMATION: DISTANCE FRQM FLQW DEPTH VELOCITY SPECIFIC PRESSURE+ CQNTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 000 0 649 3 983 0 896 35 01 0 005 0 634 4 106 0 896 35 04 0 022 0 620 4 236 0 899 35 14 0 051 0 605 4 375 0 902 35 29 0 095 0 590 4 522 0 908 35 52 0 155 0 575 4 678 0 915 35 82 0 234 0 561 4 845 0 925 36 20 0 335 0 546 5 024 0 938 36 67 0 461 0 531 5 215 0 953 37 22 0 616 0 516 5 419 0 973 37 87 0 806 0 501 5 639 0 995 38 63 1 036 0 487 5 875 1 023 39 50 1 314 0 472 6 131 1 056 40 49 1 650 0 457 6 406 1 095 41 63 2 056 0 442 6 705 1 141 42 91 2 549 0 428 7 030 1 195 44 35 3 149 0 413 7 384 1 260 45 98 3 888 0 398 7 771 1 336 47 82 4 806 0 383 8 196 1 427 49 88 5 965 0 368 8 663 1 534 52 21 7 463 0 354 9 179 1 663 54 83 9 462 0 339 9 752 1 816 57 79 12 268 0 324 10 390 2 002 61 13 16 571 0 309 11 106 2 226 64 93 21 000 0 301 11 539 2 370 67 25 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.85 DISTANCE FROM CONTROL(FT) 0.000 10.148 PRESSURE HEAD(FT) 2.850 1.500 VELOCITY (FT/SEC) 1.652 1.652 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) SPECIFIC ENERGY(FT) 2.892 1.542 1.50 PRESSURE+ MOMENTUM(POUNDS) 240.92 92 . 05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 10.148 10.400 10.649 10.895 FLOW DEPTH (FT) 1.500 1.466 1.432 1.398 VELOCITY (FT/SEC) 1.652 1. 661 1.679 1.702 SPECIFIC ENERGY(FT) 1. 542 1. 509 1.476 1.443 PRESSURE+ MOMENTUM(POUNDS) 92.05 88.36 84.75 81.21 11 140 1 364 1 730 1 410 77 76 11 382 1 330 1 762 1 378 74 39 11 622 1 296 1 799 1 346 71 11 11 861 1 262 1 840 1 314 67 94 12 097 1 228 1 885 1 283 64 87 12 330 1 194 1 936 1 252 61 91 12 561 1 160 1 991 1 221 59 06 12 788 1 126 2 052 1 191 56 34 13 Oil 1 092 2 119 1 161 53 74 13 231 1 058 2 192 1 132 51 28 13 445 1 024 2 272 1 104 48 96 13 654 0 990 2 360 1 076 46 78 13 856 0 955 2 457 1 049 44 75 14 051 0 921 2 564 1 024 42 89 14 236 0 887 2 682 0 999 41 19 14 409 0 853 2 812 0 976 39 67 14 570 0 819 2 956 0 955 38 33 14 713 0 785 3 117 0 936 37 20 14 837 0 751 3 296 0 920 36 28 14 934 0 717 3 498 0 907 35 60 15 000 0 683 3 725 0 899 35 16 15 024 0 649 3 983 0 896 35 01 21 000 0 649 3 983 0 896 35 01 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 12.83 FEET UPSTREAM OF NODE 5046.70 | I DOWNSTREAM DEPTH = 1.120 FEET, UPSTREAM CONJUGATE DEPTH = 0.348 FEET j NODE 5046.60 : HGL = < 374.519>;EGL= < 374.766>;FLOWLINE= < 373.870> ****************************************************************************** FLOW PROCESS FRQM NODE 5046.60 TO NODE 5046.60 IS CODE = 8 UPSTREAM NODE 5046.60 ELEVATION = 373.87 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLQW = 2.92 CFS PIPE DIAMETER = 18.00 INCHES FLQW VELOCITY = 3-98 FEET/SEC- VELOCITY HEAD = 0.247 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.247) = 0.049 NODE 5046.60 : HGL = < 374.815>;EGL= < 374.815>;FLOWLINE= < 373.870> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5046.60 FLOWLINE ELEVATION = 373.87 ASSUMED UPSTREAM CONTROL HGL = 374.52 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS EXHIBIT A HYDROLOGY MAP r-100' BRESSI RANCH ASSISTED LIVING FACILITY PROPOSED CONDITIONS HYDROLOGY MAP EXHIBIT A £SS> ^ ' 701B Sme 701BSlna.SiiiK«», SnDiiK., CA 92101 6I»^235-M7I FAX Cl»^234^n49 EXHIBIT B HYDRAULIC MAP r -100' BRESSI RANCH ASSISTED LIVING FACILITY PROPOSED CONDITIONS HYDRAULICS MAP EXHIBIT B ' 701B Sma 701 BStnxt. Suite SCO; SnDicgo^ CA 92101 6I9-23M47I FAX 619-234«34»