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HomeMy WebLinkAbout3190; University Commons (Brookfield & Brounwer); University Commons (Brookfield & Brounwer); 2002-01-16 (2)97IU04-5 UNIVERSITY C0MIV10 BROOKFIELD HOM Ml APPENDIX E Inlet, Rip-rap and Brow Ditch Sizing for Southem Areas (Refer to Exhibit "X") m m 253 m 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'DAY CONSULTANTS INC. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008-7317 (Tel) 760-931-7700 (Fax) 760-931-8680 TIME/DATE OF STUDY: 16:50 10/15/2001 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #150 & 150.2 * * TYPE 'B-1' CURB INLET L=17.00' **REPER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** >»>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFOElMATION<<« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 4.50 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0,33 FLOWBY BASIN WIDTH(FEET) = 16,00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.5 »>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.4 NOTE: Street Slope = 4.5% »» Appendix X-D »» Depth = 0.29' 254 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004- UNIV. COMMONS (SOUTH SIDE) * * NODE #144.2 & #144.4 * * TYPE 'B-l' CURB INLET L=10.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approxirriated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) =2.00 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.4 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 1.9 NOTE: Street Slope = 4.0% >>» Appendix X-D >>>> Depth = 0.23' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #164 * * TYPE 'B-l' CURB INLET L=10.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<«< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 2.40 GUTTER FLOWDEPTH (FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.5 >»>CALCULATED ESTIMATED INTERCEPTION (CFS) = 2.3 NOTE: Street Slope = 1.5% >>>> Appendix X-D >>>> Depth = 0.27' 255 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #164.2 * * TYPE 'B-l' CURB INLET L=16.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 6.10 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 15.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.3 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 5.4 NOTE: Street Slope = 4.4% »» Appendix X-D »» Depth = 0.35' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #154.2 & #154 * * TYPE 'B-l' CURB INLET L=15.0' **REFER TO EXHIBIT «X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INrORMATION«<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins fl STREETFLOW(CFS) = 4.00 GUTTER FLOWDEPTH(FEET) - 0.30 fl BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 m »>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.1 tf »»CALCULATED ESTIMATED INTERCEPTION (CFS ) = 4.0 fl * NOTE: Street Slope = 3.0% >»> Appendix X-D »>> Depth = 0.30' 256 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #208.1 & #208.2 * * TYPE 'B-l' CURB INLET L-16.0' **REFER TO EXHIBIT «X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.90 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 16.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.2 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 4.9 NOTE: Street Slope = 2.9% >>>> Appendix X-D »» Depth = 0.32' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #214.4 & #214.2 * * TYPE 'B-l' CURB INLET L=14.0' **REFER TO EXHIBIT «X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 4.30 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 12.55 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.6 »»CALCULATED ESTIMATED INTERCEPT ION (CFS } = 4.3 NOTE: Street Slope = 1.0% >>>> Appendix X-D »>> Depth = 0.36' 257 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #145 * * TYPE 'B-l' CURB INLET L=12.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.00 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 12.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.7 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 3.9 NOTE: Street Slope = 5.0% »» Appendix X-D »» Depth = 0.30' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #158 * * TYPE 'B-l' CURB INLET L=14.0' **REFER TO EXHIBT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 6.50 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 23.8 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 4.6 NOTE: Street Slope = 8.3% >»> Appendix X-D »» Depth = 0.29' 258 fl' 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #138.2 * * TYPE 'B-2' CURB INLET L=10.0' **REFER TO EXHIBIT "Z"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 15.30 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.8 3 »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 8.23 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #145.3 & #145.4 * * TYPE 'B-2' CURB INLET L=6.0' **REFER TO EXHIBIT «X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 9.00 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.8 3 »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 4.84 259 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #155 & #155.2 * * TYPE 'B' CURB INLET L=4.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 4.60 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.47 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV, COMMONS (SOUTH SIDE) * * NODE #216.3 & #216.6 * * TYPE 'B' CURB INLET L=4.0' **REFER TO EXHIBIT «X"** ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION<«< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 2.10 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 1.13 260 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #216.5 & #216.7 * * TYPE 'B-l' CURB INLET L=16.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFOElMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 7.00 GUTTER FLOWDEPTH(FEET) = 0.3 6 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 16.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.4 »»CALCULATED ESTIMATED INTERCEPTION (CFS} = 6.0 NOTE: Street Slope = 2.9% »» Appendix X-D »» Depth = 0.36' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #159.2 & #159.4 * * TYPE 'B-2' CURB INLET L=8.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION<«< Curb Inlet Capacities are approximated based on the Bureau of tf Public Roads nomograph plots for flowby basins and sump basins fl BASIN INFLOW(CFS) = 13.10 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.83 fl »>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.05 261 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES fl ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #217.4 & #217.3 * * TYPE 'B' CURB INLET L=7.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 9.60 * BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 5.16 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE)' * * NODE #137.2 & #137.6 * * TYPE 'B-l' CURB INLET L=13.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 2.00 GUTTER FLOWDEPTH(FEET) = 0.18 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 12.00 »>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.0 >»>CALCULATED ESTIMATED INTERCEPTION (CFS) = 2,0 NOTE: Street Slope = 10% >>» Appendix X-D »» Depth = 0.18' 262 * 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES Ml ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #148.6 & #148 * * TYPE 'B-l' CURB INLET L=20.0' **REFER TO EXHIBIT "X"** * fl ************************************************************************** •mi **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 6.30 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 19.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.2 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 6.1 NOTE: Street Slope = 4.3% »» Appendix X-D »» Depth = 0.33' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (SOUTH SIDE) * * NODE #147.1 & #147.2 * * TYPE 'B' CURB INLET L=4.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT 1NFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 2.00 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 1.08 263 tf 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/15/01 DRAINAGE STUDY FOR SOUTH BROOKFIELD (BROW DITCH ON SOUTHERN BOUNDARY) 971004 - UNIVERSITY COMMONS (100-YEAR PROPOSED CONDITIONS) AUGUST 15, 2001 - T.G. FILE: G:\ACCTS\971004\SB207.OUT **Refer to Exhibit «X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method +4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [ 11. 9*length (Mi)''3 )/(elevation change) ]. 385 *60 (min/hr) + 10 min Initial subarea flow distance = 1170.00(Ft.) Highest elevation = 1039.00(Ft.) Lowest elevation = 725.00(Ft.) Elevation difference = 314.00(Ft.) TC=[(11.9*0.2216^3)/(314.00)]^.385= 2.99 + 10 min. = 12.99 min. Rainfall intensity (I) = 4.271 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 26.714(CFS) Total initial stream area = 13,900(Ac.) ++++ ++++-(.++++++++++ +++++ +++ + ++++ + + +++++ + + ++++++++ + +++++ + + + + + +++ + ++++ + + Process from Point/Station 208.000 to Point/Station 147.400 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 725.00(Ft.) Downstream point elevation = 450.00(Ft.) Channel length thru subarea = 2350.00(Ft. Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 1.500 264 971004-5 UNTVERSITY COMMONS BROOKHELD HOMES Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 117.138(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 10.000(Ft.) Flow(q) thru subarea = 117.138(CFS) Depth of flow = 0.623(Ft.), Average velocity = 17.193(Ft/s) Channel flow top width = 11.869(Ft.) Flow Velocity = 17.19(Ft/s) Travel time = 2.28 min. Time of concentration = 15.26 min. Critical depth = 1.500(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.848(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.450 Subarea runoff = 162.943(CFS) for 94.100(Ac.) Total runoff = 189.657(CFS) Total area = 108.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-++++++++++++ Process from Point/Station 147.400 to Point/Station 147.400 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 15.26 min. Rainfall intensity = 3.848(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.450 Subarea runoff = 3.290(CFS) for 1.900(Ac.) Total runoff = 192.947(CFS) Total area = 109.90(Ac.) End of computations, total study area = 109.90 (Ac.) 265 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES BROVf DITCH FOR S BROOKFIELD (NODE #147.4) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 60.00 in.) Water * * ( 19.98 in.) ( 1.665 ft,) V Circular Channel Section Flowrate 147.400 CFS Velocity 25.772 fps Pipe Diameter 60.000 inches Depth of Flow 19.975 inches Depth of Flow 1.665 feet Critical Depth 3.476 feet Depth/Diameter (D/d) 0. 333 Slope of Pipe 5. 600 % X-Sectional Area 5.720 sq. ft Wetted Perimeter 6.150 feet AR'^(2/3) 5.449 Mannings 'n' 0.013 Min. Fric. Slope, 60 inch Pipe Flowing Full 0.320 % 266 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR S. BROOKFIELD (NODE #214.6) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) « ^AAAAAAAAAAAAAAAAAAAAA Water * ( 5.37 in ( 0.448 ft V Circular Channel Section Flowrate 8.500 CFS Velocity 16.187 fps Pipe Diaraeter 24.000 inches Depth of Fiow 5.371 inches Depth of Flow 0.448 feet Critical Depth 1.043 feet Depth/Diameter (D/d) 0.224 Slope of Pipe 11.700 % X-Sectional Area 0.525 sq. ft Wetted Perimeter 1.971 feet AR" (2/3) 0. 217 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.141 % 267 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES BROW DITCH FOR S.BROOKFIELD (NODE #214.4) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) fl Water * ( 8.68 in. ( 0.723 ft. Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) Slope of Pipe X-Sectional Area Wetted Perimeter AR'^(2/3) Mannings 'n' Min. Fric. Slope, 24 inch Pipe Flowing Full 0.422 % 14. 700 CFS 14. 349 fps 24. 000 inches a. 681 inches 0. 723 feet 1. 378 feet 0. 362 5. 400 % 1. 025 sq. ft 2. 581 feet 0. 554 0. 013 268 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR S.BROOKFIELD (NODE #208.4) - **RErER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24 . 00 in.) fl AAAAAAAAAAAAAAAAAAAAA * Water ( 9.36 in, ( 0.780 ft. * V Circular Channel Section Flowrate 18.400 CFS Velocity 16.227 fps Pipe Diameter 24.000 inches Depth of Flow 9.356 inches Depth of Flow 0.780 feet Critical Depth 1.545 feet Depth/Diameter (D/d) 0.390 Slope of Pipe 6.400 % X-Sectional Area 1.134 sq. ft Wetted Perimeter 2.697 feet AR'-(2/3) 0.636 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.661 % 269 fl 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR S. BROOKFIELD (NODE #416) - **REFER TO EXHIBT «X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) Water * ( 7.62 in, ( 0.635 ft. V Circular Channel Section Flowrate 17.900 CFS Velocity 20.866 fps Pipe Diameter 24.000 inches Depth of Flow 7.623 inches Depth of Flow 0.635 feet Critical Depth 1.520 feet Depth/Diameter (D/d) 0.318 Slope of Pipe 13.100 % X-Sectional Area 0.858 sq. ft Wetted Perimeter 2.395 feet AR"(2/3) 0.433 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.626 % 270 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES BROW DITCH FOR S, BROOKFIELD (NODE #161.1) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) AAAAAAAAAAAAAAAAAAAAA Water * ( 7 . 69 in. ) ( 0.641 ft.) V Circular Channel Section ^ Flowrate 16.000 CFS Velocity 18.414 fps ^ Pipe Diameter 24.000 inches Depth of Flow 7.694 inches ^ Depth of Flow 0.641 feet Critical Depth 1.446 feet fl Depth/Diameter (D/d) 0,321 Slope of Pipe 10.100 % w X-Sectional Area 0. 869 sq. ft Wetted Perimeter 2.408 feet • AR'^(2/3) 0.440 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.500 % 271 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR S.BROOKFIELD (NODE #162) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * ^ * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) AAAAAAAAAAAAAAAAAAA AA * Water ( 7.39 in.) ( 0.615 ft.) V Circular Channel Section Flowrate 13.000 CFS Velocity 15.828 fps Pipe Diameter 24.000 inches Depth of Flow 7.385 inches Depth of Flow 0.615 feet Critical Depth 1.300 feet Depth/Diameter (D/d) 0.308 Slope of Pipe 7.800 % X-Sectional Area 0.821 sq. ft Wetted Perimeter 2.352 feet AR" (2/3) 0.407 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.330 % 272 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR S. BROOKFIELD (NODE #412.0) - **REFER TO EXHIBT "X"** ****************************************************************************** O'Day Consultants, Inc. 5900 Pasteur Ct., Suite 100 Carlsbad, CA 92008 (Tel) 760-931-7700 (Fax) 760-931-8680 ****************************************************************************** Inside Diameter ( 24.00 in.) m AAAAAAAAAAAAAAAAAAAAA Water 9.38 in.) 0.781 ft.) * v_ Circular Channel Section Flowrate 7.300 CFS Velocity 6.420 fps Pipe Diameter 24.000 inches Depth of Flow 9.375 inches Depth of Flow 0.781 feet Critical Depth 0.956 feet Depth/Diameter (D/d) 0. 391 Slope of Pipe 1.000 % X-Sectional Area 1.137 sq. ft Wetted Perimeter 2.701 feet AR'^ (2/3) 0. 639 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.104 % 273 97I0O4-5 UNIVERSITY COMMONS BROOKFIELD HOMES RIP-RAP SIZING - SOUTHERN AREAS Rip-Rap was sized using Table 200-1.7 in the ' GREENBOOK" STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION 1997EDITION and Figure 7.45 in the EROSION AND SEDIMENT CONTROL HANDBOOK. The dimensions shown L x W are per San Diego Regional Standard Drawing D-40. Node numbers below refer to nodes on the hydraulic analysis Exhibit "X". Node #163.01 24" HDPF Velocity = 26.3 fps TYPE 2 T = 2.8' ROCK CLASS =1/4 TON FILTER BLANKET = 1.4' THICK 0.7' ~ 3/4'' AGGREGATE 0.7' ~ SAND Dimensions = EDGE OF PAVEMENT x 20' Node #218 84" RCP Velocity = 15.8 fps TYPE2T = 4.3' ROCK CLASS = 1 TON FILTER BLANKET = 2.2' THICK 1.1'~ 2" AGGREGATE I.r-SAND Dimensions = 40' x 35' 18" RCP Velocity = 6.2 fps TYPE 2 T = 0.6' ROCK CLASS = NO. 3 BACKING FILTER BLANKET = 1.0' THICK 12" 3/16" AGGREGATE Dimensions = lO'x 5' Node #137 24" HDPF Velocity - 13.3 fps TYPE 2T-2.7' ROCK CLASS = % TON FILTER BLANKET = 1.4' THICK 8" ~ SAND Dimensions = 10' x 6' 274 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES fl Node #413 18" RCP Velocity = 5.3 fps TYPE 2T= 1.0' ROCK CLASS = NO. 3 BACKING FILTER BLANKET = 1.0' THICK 12"-3/16" AGGREGATE Dimensions = 10' x 5' Node #401 24" RCP Velocity = 7,0 fps TYPE2T = 1.0' ROCK CLASS = NO. 2 BACKING FILTER BLANKET = 1.0' THICK 12"-y/' AGGREGATE Dimensions = 10' x 6' Node #165 36" RCP Velocity = 25.0 fps TYPE 2 T= 1.4' ROCK CLASS = FACING FILTER BLANKET = 1' THICK 6" ~ 3/8" AGGREGATE 6" ~ SAND Dimensions = 30' x 30' Node #416.0 24" Brow Ditch Velocity = 20.8 fps TYPE 2 T = 5.4' (outlet into Creek) ROCK CLASS = 2 TON FILTER BLANKET = 2.8' THICK 1.4'~ 2" AGGREGATE 1.4'-SAND Dimensions = lO'x 6' 18" RCP Low-Flow (into Basin) Velocity = 114.1 fps TYPE 2T = 2.8' ROCK CLASS-'/4 TON FILTER BLANKET = 1,4' THICK 0.7' ~ AGGREGATE 0.7' - SAND Dimensions = 10' x 6' 275 97I004--5 UNIVERSITV COMMO> BROOKFfFI.DHOMI APPENDIX F AES Analysis of Proposed Storm Drains for Northem & Industrial Areas (Refer to Exhibit "X") m m 276 971O04-5 UNIVERSITY COMMONS BROOKHELD HOMES ***********W****************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (500-SERIES) * * NORTH BROOKFIELD - S.D. 'H' * * FILE: G:\ACCTS\971004\AES500.OUT T.L.G. * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES500.DAT TIME/DATE OF STUDY: 11:45 01/03/2001 **Refer to Exhibit «X"** ****************************************************************************** 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 408.00- FRICTION 2. 50 1959.74 1 . 28* 3138.90 408.10- JUNCTION 2.41*Dc 1950.59 2. 41*Dc 1950.59 408.20-7 . 95* 3140.79 1. 21 2337.38 fl FRICTION HYDRAULIC JUMP 407.00-2.33*Dc 1452.60 2. 33*Dc 1452.60 m JUNCTION •m 407.10-2.70 1372.94 1. 82* 1382.33 •m FRICTION 404.00-2.28*Dc 1287.15 2. 28*Dc 1287.15 JUNCTION tf 404.10-5 .35* 694.90 0 . . 52 617.24 FRICTION HYDRAULIC JUMP mm 406.00-1.35*Dc 265.03 1 , . 35*Dc 265.03 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 408.00 FLOWLINE ELEVATION = 381.75 PIPE FLOW = 63.20 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 384.250 FEET NODE 408.00 : HGL - < 383.033>;EGL= < 392.679>;FLOWLINE= < 381.750> ****************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.10 IS CODE = 1 277 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES UPSTREAM NODE 408.10 ELEVATION = 401.45 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 63.20 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 199.60 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.24 CRITICAL DEPTH(FT) 2.41 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.412 13.016 5.044 1950.59 mi 0.081 2.365 13.147 5.050 1952 .50 0.313 2.318 13.306 5.069 1957.91 0.689 2.271 13.489 5.098 1966.54 1.210 2.224 13.696 5.138 1978.29 mm 1.882 2.177 13.927 5.190 1993.11 2.715 2.130 14 .181 5.254 2011.04 3.724 2.083 14 .459 5.331 2032.15 4 .927 2 .036 14.762 5.421 2056.55 6.349 1. 989 15.090 5.527 2084.38 8 .019 1. 941 15.446 5.649 2115.82 9.974 1.894 15.831 5.788 2151.08 12.261 1.847 16.246 5.948 2190.41 14.938 1.800 16.695 6.131 2234.09 18.081 1.753 17.179 6.339 2282.44 ™> 21. 787 1.706 17.701 6.575 2335.82 26.186 1.659 18.266 6.843 2394.67 mt 31.458 1. 612 18.876 7 .148 2459.46 37.851 1 .565 19.537 7 ,496 2530 .75 ••—. 45.736 1.518 20.253 7 .891 2609.15 55.688 1 .471 21.030 8 .343 2695.41 -mB 68.673 1 . 424 21.876 8 .860 2790.34 86.507 1.377 22.797 9.452 2894.92 •m 113.276 1. 330 23.804 10.134 3010 . 27 tf 162.096 1.283 24.906 10.921 3137.69 199.600 1.283 24.917 10.929 3138.90 fl NODE 408.10 : HGL = < 403. 8 62>;EGL= < 406.494>,-FLOWLINE= < 401.450> ****************************************************************************** FLOW PROCESS FROM NODE 4 08.10 TO NODE 4 08.20 IS CODE = 5 UPSTREAM NODE 408.20 ELEVATION = 401.78 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 52.50 30.00 90.00 401.78 2.33 10,695 DOWNSTREAM 63.20 30.00 - 401.45 2.41 13.020 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 io.70===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01638 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02077 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01858 JUNCTION LENGTH = 4.00 FEET 278 9710O4-5 UNIVERSITY COMMONS BROOKFIELD HOMES FRICTION LOSSES = 0.074 FEET ENTRANCE LOSSES = 0.526 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE ! LOSSES) JUNCTION LOSSES = ( 4.413)+( 0 i.074) + ( 0.. 526) = 5.013 m NODE 408.20 : HGL = < 409.731>;EGL= < 411 .501 B>,-FLOWLINE= < 401.780> ****************************************************************************** FLOW PROCESS FROM NODE 408.20 TO NODE 407 .00 IS CODE = 1 UPSTREAM NODE 4 07.00 ELEVATION = 424 . 00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): fl PIPE FLOW 52.50 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 268.90 FEET MANNING'S N = 0 .01300 mm HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) 1. 17 CRITICAL DEPTH(FT ) = 2. 33 UPSTREAM CONTROI , ASSUMED FLOWDEPTH(FT) = 2.33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ am CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 2. 327 11.025 4.216 1452.60 0.059 2.281 11.171 4.220 1453.79 0.227 2.234 11.337 4.231 1457.14 0.508 2.188 11.521 4 .250 1462.60 0. 908 2.142 11.724 4.277 1470.21 1. 436 2.095 11.946 4.313 1480.01 2.103 2.049 12.188 4 .357 1492.07 2.926 2 . 003 12.451 4.411 1506.47 3. 922 1. 956 12.735 4 .476 1523.34 5. 115 1. 910 13.042 4.553 1542.80 6. 533 1.864 13.373 4.643 1565.02 8.211 1 .817 13.731 4 .747 1590.17 10.194 1.771 14.116 4.867 1618.47 12.535 1 .725 14.531 5.005 1650.13 •m 15.306 1 . 678 14 . 979 5.164 1685.43 18.598 1,632 15.463 5.347 1724.68 m 22.533 1.586 15.985 5.556 1768.21 27.278 1. 539 16.551 5.795 1816.42 •m 33.068 1.493 17.163 6. 070 1869.76 40.248 1.447 17.828 6.385 1928.75 m 49.357 1.400 18.551 6.747 1993.98 61.299 1.354 19.339 7 .165 2066.14 fl 77 .777 1.308 20.199 7.647 2146.02 102.616 1.261 21.142 8.206 2234.57 148.105 1.215 22.176 8 .856 2332.87 tf 268.900 1.213 22.224 8.887 2337.38 fl HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS tf DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 7.95 PRESSURE FLOW PROFILE COMPUTED INFORMATION: fl DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) m 0 .000 7 . 951 10.695 9.728 3140,79 82.285 2 . 500 10.695 4 . 276 1471.00 279 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2 .50 ml GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) mm 82.285 2.500 10.692 4 .276 1471.00 82.375 2.493 10.694 4.270 1469.17 mm 82.453 2. 486 10.699 4 .265 1467.56 82.525 2. 479 10.705 4 .260 1466.09 m 82.590 2.473 10.713 4 .256 1464.74 82.650 2.466 10.721 4 .252 1463.49 mm 82.707 2.459 10.730 4.248 1462.33 82.759 2.452 10.740 4 . 244 1461.25 tf 82.807 2.445 10.751 4.241 1460.25 82.851 2. 438 10.762 4.238 1459.33 mm 82. 893 2. 432 10.774 4 .235 1458.47 82.931 2.425 10.787 4 .233 1457.68 flf 82.966 2 .418 10.800 4 .230 1456.95 82.998 2.411 10 .814 4 .228 1456.29 .•"•» 83.028 2.404 10.828 4.226 1455.68 83.054 2.397 10.843 4 .224 1455.13 «M 83.078 2.391 10.858 4 .223 1454.64 83.099 2.384 10.874 4.221 1454.21 83.118 2.377 10.891 4 .220 1453.83 83.133 2.370 10.908 4.219 1453.50 •mt 83.147 2.363 10.925 4.218 1453.22 83.158 2.356 10.943 4 .217 1453.00 -...It 83.166 2.350 10.962 4.216 1452.82 83.172 2.343 10.981 4 .216 1452.70 83.176 2. 336 11.000 4.216 1452.63 83. 177 2 . 329 11.020 4.216 1452.60 268.900 2 . 329 11.020 HYDRAULIC JUMP 4 .216 ANALYSIS 1452.60 PRESSURE+MOMENTUM DOWNSTREAM BALANCE OCCURS AT 39.66 FEET UPSTREAM OF NODE 408.20 DEPTH = 5.324 FEET, UPSTREAM CONJUGATE DEPTH = 1.214 FEET NODE 407.00 : HGL = < 426.327>;EGL= < 428.216>;FLOWLINE= < 424.000> ****************************************************************************** FLOW PROCESS FROM NODE 407 . 00 TO NODE 407.10 IS CODE = 5 UPSTREAM NODE 407.10 ELEVATION = 424.36 (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) 48. 50 52. 50 4 .00 0. 00 DIAMETER (INCHES) 30.00 30.00 18 . 00 0.00 ANGLE (DEGREES) 0.00 90. 00 0.00 FLOWLINE ELEVATION 424.36 424.00 425.00 0.00 CRITICAL DEPTH(FT.; 2.28 2.33 0.77 0.00 VELOCITY (FT/SEC) 12.639 11.029 2. 532 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01796 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01417 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01606 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.064 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (TRANSITION LOSS) + (FRICTION LOSS) + (ENTRANCE LOSSES 280 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES JUNCTION LOSSES = ( 0.385)+( 0.064)+( 0.000) = 0.449 NODE 407.10 : HGL = < 4 2 6. 184>; EGL= < 428 . 665>; FLOWLINE^ < 424.360> ****************************************************************************** FLOW PROCESS FROM NODE 407.10 TO NODE 404.00 IS CODE = 1 UPSTREAM NODE 404.00 ELEVATION = 428.79 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) : PIPE FLOW 48.50 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 240.50 FEET MANNING'S N = 0. 01300 tf NORMAL DEPTH (FT) 1.81 CRITICAL DEPTH(FT) = 2.28 fll UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2. 28 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ fl CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.280 10.324 3. 936 1287.15 m 0.086 2.261 10.385 3.936 1287.31 0.348 2.242 10.448 3.938 1287.77 mm 0.793 2.223 10.515 3.940 1288.54 1.431 2 . 204 10.584 3,944 1289.63 2.274 2.185 10.656 3.949 1291.02 3.337 2.166 10.731 3.955 1292.72 mm 4. 639 2. 147 10.810 3.962 1294.74 6.201 2.128 10.891 3. 971 1297.08 8.051 2.109 10.975 3. 980 1299.73 mi 10.223 2 .090 11.062 3. 991 1302.71 mi 12.756 2.071 11.152 4.003 1306.02 15.701 2.052 11.245 4.017 1309.67 • •m 19.121 2.033 11.342 4 .032 1313.66 23.095 2.014 11.441 4 . 048 1317.99 27 .725 1. 995 11.544 4 .066 1322.68 33.149 1. 97 6 11.651 4 .085 1327.73 39.550 1. 957 11.761 4.106 1333.15 •m 47.188 1.938 11.874 4 .129 1338.95 •m 56.445 1. 919 11.991 4.153 1345.13 67.909 1. 900 12. Ill 4 .179 1351.71 82.573 1.881 12.236 4.207 1358.70 fl 102.292 1.862 12.364 4 .238 1366.10 131.242 1. 843 12.497 4 .270 1373.93 "1 182.817 1 .824 12.633 4.304 1382.19 fl 240.500 1.824 12.635 4 .305 1382.33 NODE 404,00 : HGL = < 431. 070>;EGL= < 432. 726>;FLOWLINE= < 428.790> ****************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404 . 10 IS CODE = 5 UPSTREAM NODE 404.10 ELEVATION = 429.79 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT 13.10 18.00 20.00 429.79 1.35 48.50 30.00 - 428.79 2.28 35.40 30.00 90.00 429.12 2.02 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== VELOCITY (FT/SEC) 7.413 10.327 7 .212 0. 000 281 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01555 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01219 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01387 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.055 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.207)+( 0.055)+( 0.000) = 3.263 NODE 404.10 : HGL = < 435.135>;EGL= < 435.989>;FLOWLINE= < 429.790> ****************************************************************************** fl tfl FLOW PROCESS FROM NODE 404.10 TO NODE 406.00 IS CODE = 1 UPSTREAM NODE 406.00 ELEVATION = 450.00 (HYDRAULIC JUMP OCCURS) fl tf CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 13.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 87.20 FEET MANNING'S N = 0.01300 fl HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS tf NORMAL DEPTH(FT) = 0,52 CRITICAL DEPTH(FT) = 1. 35 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 lfl 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. 354 7 .799 2.300 265.03 0.012 1.321 7. 94 6 2.302 265.30 0.049 1.288 8 .112 2.310 266.11 0.112 1.254 8.297 2.324 267.49 •Ml 0.205 1.221 8. 502 2.344 269.44 •Ml 0 . 330 1.188 8.727 2.371 272.00 0,4 92 1.154 8 . 974 2,406 275.20 0. 696 1.121 9.246 2.449 279.10 fl 0. 947 1. 088 9.543 2.503 283.74 1.254 1. 054 9. 868 2.567 289.18 •m 1. 626 1. 021 10.223 2. 645 295.50 2 .075. 0. 988 10. 613 2 .738 302.78 fl 2. 616 0 . 954 11.041 2 .848 311.12 3.269 0. 921 11. 510 2. 980 320.63 ••M 4 .057 0. 888 12.028 3.135 331.45 5.014 0 .854 12. 599 3.321 343.74 fl 6.183 0. 821 13.231 3.541 357.68 7 . 625 0.788 13.933 3.804 373.51 mm 9. 427 0.754 14 .716 4.119 391.48 11.717 0. 721 15.592 4 .498 411.92 tf 14.696 0. 688 16. 577 4 .957 435.24 18.704 0. 654 17.690 5. 517 461.93 mt 24,386 0 . 621 18.956 6.204 492.59 fl 33.193 0. 588 20.405 7 .057 527.99 49.798 0. 554 22.075 8.126 569.12 87.200 0. 521 24 . 017 9.483 617 .24 fl HYDFIAULIC JUMP; UPSTREAM RUN ANALYSIS RESULTS m DOWNSTREAM CONTROL ASSUMED PRESSURE HEADi (FT) = 5,35 fl 282 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES „ 1 PRESSURE FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ iiiri CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 5.345 7 .413 6.199 694.90 'im 17.784 1.500 7 .413 2.353 270.89 -Itm ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1. 50 <m GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: fl DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) fl 17.784 1.500 7.411 2.353 270.89 17 .808 1. 494 7.414 2.348 270.33 ttf' 17 .829 1.488 7.419 2.344 269.83 17 .848 1.483 7 .427 2.339 269.37 fl 17.866 1.477 7.435 2.336 268.95 17.882 1.471 7.445 2.332 268.55 •* 17.898 1. 465 7.455 2.329 268.18 17.912 1.459 7.467 2.326 267.84 mm 17.925 1.453 7 .480 2.323 267.52 17.938 1.448 . 7 .493 2. 320 267.23 m 17.949 1.442 7.507 2.317 266.95 17.960 1.436 7.522 2.315 266.70 mt 17.970 1.430 7. 538 2 .313 266.46 17.97 9 1.424 7.554 2.311 266.24 fl 17.988 1.418 7 .571 2.309 266.05 17.995 1.413 7.589 2.307 265.87 18.002 1.407 7 . 607 2.306 265.71 fll 18.008 1.401 7 .626 2.305 265.56 18 .014 1. 395 7. 646 2.303 265.44 18.018 1.389 7. 666 2.302 265.33 18.022 1.383 7. 687 2.302 265.24 mt 18.026 1.378 7 . 708 2.301 265.16 18.028 1.372 7.730 2.300 265.10 18.030 1.366 7 .753 2.300 265.06 18 .031 1.360 7.776 2.300 265.04 m 18 .031 1. 354 7 .799 2.300 265.03 87 . 200 1. 354 7.799 2.300 265.03 m PRESSURE+MOMENTUM BALANCE OCCURS AT 3.44 FEET UPSTREAM OF NODE 404.10 fl DOWNSTREAM DEPTH = 4.601 FEET, UPSTREAM CONJUGATE DEPTH = 0.524 FEET •Ml NODE 406.00 : HGL = < 4 51. 354>;EGL= < 452.300>;FLOWLINE= < 450.000> fl ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: fl NODE NUMBER = 406.00 FLOWLINE ELEVATION = 45C 1.00 tf ASSUMED UPSTREAM CONTROL HGL 451.35 FOR DOWNSTREAM RUN ANALYSIS fl END OF GRADUALLY VARIED FLOW ANALYSIS 283 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES fl ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (501-SERIES) * * NORTH BROOKFIELD - S.D. 'H-l' * * FILE: G:\ACCTS\971004\AES501.OUT T.L.G. * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES501.DAT TIME/DATE OF STUDY: 13:05 01/03/2001 **Refer to Exhibit «X"** ****************************************************************************** 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 ) 407.00- 1.33 83.15 0.26* 148.75 FRICTION 407.20- 0.77*Dc 52.61 0.77*Dc 52.61 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 407.00 FLOWLINE ELEVATION = 425.00 PIPE FLOW = 4.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 426.330 FEET *" NODE 407.00 : HGL = < 425.265>; EGL= < 4 30. 875>; FLOWLINE= < 425.000> ****************************************************************************** - FLOW PROCESS FROM NODE 407.00 TO NODE 407.20 IS CODE = 1 UPSTREAM NODE 407.20 ELEVATION = 434.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.00 CFS PIPE PIPE LENGTH = 20.50 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.2 4 CRITICAL DEPTH(FT) = 0.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT] 1 = 0.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 284 971004-5 UNIVERSnr COMMONS BROOKFIELD HOMES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.765 4.411 1.068 52. 61 mm 0.003 0.745 4.568 1.069 52.67 0.011 0.724 4 .738 1.072 52.86 0.026 0.703 4 .920 1.079 53.20 fl 0.049 0.682 5.116 1.089 53.68 0.080 0. 661 5.328 1.102 54 .33 0.122 0.640 5.557 1.120 55.15 0.176 0.619 5.807 1.143 56.17 mm 0.244 0.599 6.078 1.172 57. 40 0.330 0.578 6.374 1.209 58.85 fl 0.436 0.557 6.697 1.254 60.57 0.567 0.536 7.053 1.309 62.57 tf 0.728 0.515 7.445 1.376 64 .89 0.927 0.494 7.878 1.459 67 .57 fl 1.172 0.473 8.360 1.559 70. 66 1.477 0.453 8.898 1.683 74 .23 tf 1.857 0. 432 9.500 1,834 78. 34 2. 337 0.411 10.180 2.021 83.08 tm 2. 950 0.390 10.952 2.254 88.57 3.748 0.369 11.833 2.545 94 . 95 mm 4.812 0.348 12.848 2.913 102.39 6.281 0.327 14.026 3.384 111.13 •mm 8 .415 0.307 15.405 3.994 121.48 11.813 0.286 17.040 4 .797 133.83 mm 18.392 0.2 65 19.001 5 .874 148.75 20.500 0.265 19.002 5.875 148.75 NODE 407.20 : HGL = < 434. 765>;EGL= < 435.068>;FLOWLINE= < 434 . OOO ****************************************************************************** •IM UPSTREAM PIPE FLOW CONTROL DATA: mm NODE NUMBER = 407.20 FLOWLINE ELEVATION = 434.00 m ASSUMED UPSTREAM CONTROL HGL 434.77 FOR DOWNSTREAM RUN ANALYSIS fl END OF GRADUALLY VARIED FLOW ANALYSIS 285 m tt 9710O4-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (502-SERIES) * * NORTH BROOKFIELD - S.D. 'H-2' * * FILE: G:\ACCTS\971004\AES502.OUT T.L.G. * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES502.DAT TIME/DATE OF STUDY: 13:14 01/03/2001 **Refor to Exhibit «X"** * * * *'* ************************************************************************* 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) 404.00- 2.09 911.27 1.72* 959.84 FRICTION 4 0 3.00- 2.09*Dc 911.27 2.09*Dc 911.27 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 404.00 FLOWLINE ELEVATION = 429.12 PIPE FLOW = 38.30 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 431.070 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.95 FT.) IS LESS THAN CRITICAL DEPTH( 2.09 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 404.00 : HGL = < 430.839>;EGL= < 432.597>; FLOWLINE= < 429.120> ****************************************************************************** FLOW PROCESS FROM NODE .404.00 TO NODE 403.00 IS CODE = 1 UPSTREAM NODE 403,00 ELEVATION = 430.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 33.30 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 58.60 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 1.63 CRITICAL DEPTH(FT) = 2.09 286 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.09 <«ll GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 2.091 8.733 3.275 911.27 0.058 2.072 8.801 3.276 911.37 0.239 2.054 8.872 3.277 911.69 0.552 2.036 8.945 3.279 912.21 td 1.007 2.017 9.021 3.282 912.95 1.619 1.999 9.098 3.285 913.91 mt 2.401 1.981 9.179 3.290 915.10 3.372 1. 963 9.262 3.295 916.51 fl 4 .552 1.944 9.347 3.302 918.16 5. 966 1.926 9.435 3.309 920.05 7 . 644 1.908 9.526 3.318 922.18 9.621 1.889 9.620 3.327 924.56 mm 11.942 1.871 9.716 3.338 927.20 14.662 1.853 9.815 3.350 930.09 -"T 17.849 1.835 9.918 3.363 933.26 21.594 1.816 10.023 3.377 936.70 i<m 26.014 1.798 10.132 3.393 940.42 31.268 1.780 10.243 3.410 944 . 44 ,.,.1-37.582 1.761 10.359 3.429 948 .75 45.284 1.743 10.477 3.449 953.37 54.883 1.725 10.600 3.470 958.30 58.600 1.719 10.637 3.477 959.84 tiJl NODE 403.00 : HGL = < 432. 091>;EGL= < 433.275>;FLOWLINE= < 430.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 403.00 FLOWLINE ELEVATION = 430.00 ASSUMED UPSTREAM CONTROL HGL = 432.09 FOR DOWNSTREAM RUN ANALYSIS ••tA END OF GRADUALLY VARIED FLOW ANALYSIS fl fl 287 971004-5 UNIVERSrrY COMMONS BROOKFIELD HOMES *******"**********'************************************************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACPCAGE ,Mt (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 M Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 >• Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 Ml ************************** DESCRIPTION OF STUDY ************************** " * 971004 - UNIVERSITY COMMONS (600-SERIES) * * NORTH BROOKFIELD - S.D. 'G-2' * •* * FILE: G:\ACCTS\971004\AES600.OUT T.L.G. **Refer to Exhibit "X"** * ************************************************************************** tf FILE NAME: G:\ACCTS\971004\AES600.DAT *" TIME/DATE OF STUDY: 10:23 01/10/2002 -i"* **************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: *'*" indicates nodal point data used.) **" UPSTREAM RUN DOWNSTRETVM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) ^ 311.30- 3.50 1601.57 1.35* 1663.31 FRICTION 311.00- 2.26*Dc 1211.05 2.26*Dc 1211.05 mm 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 LACFCD WSPG COMPUTER PROGRAM. « JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** •-I DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 311.30 FLOWLINE ELEVATION = 386.56 PIPE FLOW = 52.30 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 390.060 FEET •IM ' NODE 311.30 : HGL = < 387.914>;EGL= < 391.509>;FLOWLINE= < 386.560> fl ****************************************************************************** •* FLOW PROCESS FROM NODE 311.30 TO NODE 311.00 IS CODE = 1 UPSTREAM NODE 311.00 ELEVATION - 399.93 (FLOW IS SUPERCRITICAL) fl CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 52.30 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 452.37 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.32 CRITICAL DEPTH(FT) = 2.26 fl UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.26 mi GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: fl mt 288 fl 971004-5 UNIVERSfTY COMMONS BROOKFIELD HOMES >4«| DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) ™. 0.000 2.262 7. 951 3.244 1211.05 'Mi 0.051 2.224 8.107 3.245 1211.55 0.210 2.186 8 .270 3.249 1213.09 0.488 2.149 8.441 3.256 1215.71 0.901 2.111 8.620 3.266 1219.47 fl 1.462 2.073 8.808 3.279 1224.40 2.189 2.036 9.005 3.296 1230.57 3.105 1.998 9.212 3.317 1238.03 4.234 1. 960 9.429 3.342 1246,86 fl 5.605 1. 923 9. 657 3.372 1257.11 7.255 1.885 9.897 3.407 1268.88 IMt 9.227 1.847 10.150 3.448 1282.24 11.573 1.810 10.416 3.496 1297.29 tf 14.360 1.772 10.697 3.550 1314.12 17 . 673 1.734 10.994 3.612 1332.85 fl 21.619 1.697 11.307 3.683 1353.60 26.342 1.659 11.639 3.764 1376.50 tf 32.037 1. 621 11.990 3.855 1401.70 38.977 1.584 12.362 3.958 1429.36 47.563 1.546 12.758 4 .075 1459.66 58.419 1.508 13.178 4.207 1492.81 mt 72.588 1.471 13.626 4.355 1529.03 92.031 1.433 14.103 4.523 1568.57 121.154 1.395 14.613 4 .713 1611.72 174 .096 1.358 15.159 4 . 928 1658.78 mm 452.370 1. 354 15.211 4. 949 1663.31 •'™ NODE 311.00 : HGL = < 402. 192>;EGL= < 403.174>;FLOWLINE= < 399.930> *"* ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 311.00 FLOWLINE ELEVATION = 399 .93 MM ASSUMED UPSTREAM CONTROL HGL 402.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS fl 289 971004-5 UNIVERSFTY COMMONS BROOKnELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (700-SERIES) * * NORTH BROOKFIELD - S.D. ON STREET 'N' * * FILE: G:\ACCTS\971004\AES700.OUT T.L.G. **Refer to Exhibit «X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES700.DAT TIME/DATE OF STUDY: 13:06 10/26/2001 ****************************************************************************** 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+ mm NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 207.00- FRICTION 2. 50 844.64 1.35* 933.19 207.10-1.99*Dc 776.99 1.99*Dc 776.99 •mt JUNCTION 207.20-3.47* 1059.95 1.05 1008.18 "* FRICTION HYDRAULIC JUMP fl 206.00- JUNCTION 1.90 Dc 678.24 1.54* 719.07 206.10-2.33 519.36 0.85* 664.75 mm FRICTION 205.00-1.62 Dc 424 . 30 1.27* 459.51 fl JUNCTION 205.10-2 .05 372.26 0.84* 440.90 mm FRICTION 204.00-1.46 Dc 311.77 0.47* 919.71 fl JUNCTION 204.10-1.00 Dc 688 .12 0.59* 1086.81 mt FRICTION •tt 203.00-1.00*Dc 688 .12 1.00*Dc 688.12 m 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 207.00 FLOWLINE ELEVATION = 379.00 PIPE FLOW = 34.20 CFS PIPE DIAMETER = 30,00 INCHES ASSUMED DOWNSTRE/y^ CONTROL HGL = 381.500 FEET 290 971004-5 UNIVERSnV COMMONS BROOKFIELD HOMES NODE 207.00 : HGL = < 380 . 354>; EGL= < 382 . 820>; FLOWLINE= < 379.000> Ml ****************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.10 IS CODE = 1 UPSTREAM NODE 207.10 ELEVATION = 381.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 34.20 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 73.04 FEET MANNING' S N = 0 .01300 NORMAL DEPTH(FT) 1.26 CRITICAL DEPTH(FT ) = 1. 99 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1. 99 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. 988 8.169 3.025 776.99 0.048 1.958 8.287 3.026 777.24 0.197 1.929 8.411 3.029 777.98 0.457 1. 900 8.542 3.034 779.25 0. 838 1.871 8. 678 3.041 781.06 1.354 1.841 8.822 3. 051 783.42 2.019 1.812 8.972 3.063 786.37 2.851 1.783 9.130 3.078 789.92 3.870 1.753 9.295 3.096 794.10 5.101 1.724 9.469 3. 117 798.94 6.573 1. 695 9.651 3.142 804.47 8.323 1.666 9.842 3.171 810.71 10.394 1.636 10.042 3.203 817 .71 12.842 1. 607 10.252 3.240 825.51 15.735 1.578 10.473 3.282 • 834.14 19.164 1.549 10.706 3.329 843.65 23.247 1.519 10.950 3.382 854.08 28.145 1.490 11.208 3.442 865.50 34 .083 1.461 11.479 3. 508 877.95 41.392 1.431 11.764 3.582 891.51 50.586 1.402 12.065 3.664 906.23 62.528 1.373 12.383 3.755 • 922.20 73.040 1.354 12.598 3.820 933.19 NODE 207.10 : HGL = < 382. 988>;EGL= < 384. 025>;FLOWLINE= < 381.OOO ****************************************************************************** FLOW PROCESS FROM NODE 207.10 TO NODE 207.20 IS CODE = 5 UPSTREAM NODE 207.20 ELEVATION = 381.33 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL tti LATERAL #2 05 FLOW (CFS) 31 .00 34 .20 3.20 0. 00 DIAMETER (INCHES) 30. 00 30.00 18 .00 0.00 ANGLE ; DEGREES] 90. 00 0. 00 0.00 FLOWLINE ELEVATION 381.33 381.00 382.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = CRITICAL DEPTH(FT.; 1. 90 1. 99 0. 68 0.00 0.00571 0.00737 VELOCITY (FT/SEC) 6. 315 8 . 172 1.811 0. 000 291 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00654 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.026 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.370)+( 0.026)+( 0.000) = 1.397 NODE 207.20 : HGL = < 384.802>;EGL= < 385.421>;FLOWLINE= < 3B1.330> ****************************************************************************** FLOW PROCESS FROM NODE 207.20 TO NODE 206.00 IS CODE = 1 UPSTREAM NODE 206.00 ELEVATION = 389.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 31.00 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 179.17 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS fll Ml NORMAL DEPTH(FT) 1.03 CRITICAL DEPTH(FT) 1 . 90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.54 tf GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ ml CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 1.540 9.765 3.022 719.07 mm 0.810 1 .520 9. 921 3.049 724.44 1.709 1.499 10.083 3. 079 730.20 mt 2.706 1.479 10.251 3. 112 736.39 3.811 1.458 10.426 3.147 743.02 mm 5.036 1.438 10.606 3.186 750.11 6.394 1.417 10.794 3.227 757.68 7.901 1. 397 10.989 3.273 765.74 mm 9.577 1.376 11.191 3.322 774.32 11.442 1. 356 11.401 3.375 783.45 13.524 1.335 11. 620 3. 433 793.14 mt 15.855 1.315 11.848 3.496 803.43 fl 18. 475 1.294 12.084 3. 563 814.34 fl 21.431 1.274 12.331 3.636 825.91 24.786 1.253 12.588 3.715 838.16 28.619 1.232 12.856 3.800 851.14 m 33.035 1.212 13.135 3 .893 864.88 38.177 1.191 13.427 3.993 879.43 ma 44 .245 1.171 13,732 4 .101 894.82 51.529 1.150 14.050 4 .218 911.11 tf 60.485 1.130 14.384 4 .345 928.34 71.873 1.109 14.733 4 .482 946.58 fl 87.120 1.089 15.098 4 . 631 965.89 109.429 1. 068 15.482 4 .792 986,33 M 149.086 1.048 15.884 4 . 968 1007.97 fl 179.170 1.048 15.888 4 . 970 1008.18 tf HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS mm DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD i (FT) = 3.47 tf PRESSURE FLOW PROFILE COMPUTED INFORMATION: •Ml DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 292 971004-5 UNlVERSrrV COMMONS BROOKFIELD HOMES tf fl 0.000 3.472 6.315 4.091 1059.95 24.365 2.500 6.315 3.119 762.27 M ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: mm DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 24.365 2.500 6.313 3.119 762.27 24.918 2.476 6.323 3.097 755.50 mm 25.425 2.452 6.342 3.077 749.24 25.903 2.428 6.366 3.057 743.35 •mm 26.357 2.404 6. 395 3.039 737.76 26.791 2.379 6.427 3.021 732.44 tf 27.206 2.355 6.463 3.004 727.38 27.602 2.331 6.503 2. 988 722.57 fl 27.982 2.307 6.546 2.973 718.00 28.344 2.283 6.592 2.958 713.67 tf 28.689 2.259 6. 641 2.944 709.57 29.017 2.235 6.693 2.931 705.71 — 29.328 2.211 6.749 2.918 702.09 29.621 2.186 6.807 2.906 698.70 fl 29.896 2.162 6.8 68 2.895 695.56 30.152 2.138 6. 932 2.885 692.66 30.390 2.114 7 .000 2.875 690.01 30.607 2.090 7.070 2.867 687.62 30.803 2.066 7.144 2.859 685.48 30.978 2 . 042 7.220 2.852 683.60 mm 31.129 2.018 7.301 2 . 846 681.99 31.257 1. 994 7.384 2.841 680.66 mm 31.359 1. 969 7.471 2.837 679.61 31.434 1. 945 7.562 2.834 678. 85 •4 31.480 1. 921 7 . 656 2.832 678.39 mm 31.496 1.897 7 .754 2.831 678.24 179.170 1. 897 7.754 2.831 678.24 u vrin 7\ riT xr" fl PRESSURE+MOMENTUM BALANCE OCCURS AT 4.24 FEET UPSTREAM OF NODE 207.20 tf DOWNSTREAM DEPTH =^ 3.303 FEET, UPSTREAM CONJUGATE DEPTH = 1.048 FEET fl NODE 206,00 : HGL = < 391. . 04 0>;EGL= < 392.522>;FLOWLINE= < 389.500> ****************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.10 IS CODE = 5 UPSTREAM NODE 206.10 ELEVATION = 390.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL tt2 Q5 FLOW (CFS) 20. 50 31. 00 10. 50 0.00 DIAMETER (INCHES) 24 .00 30.00 18 .00 0.00 ANGLE DEGREES] 0.00 90.00 0. 00 FLOWLINE ELEVATION 390.00 389.50 390.50 0.00 CRITICAL DEPTH(FT.) 1.62 1. 90 1.25 0.00 VELOCITY (FT/SEC) 16.012 9.768 6. 695 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05701 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01168 AVEF^GED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03434 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.137 FEET ENTRANCE LOSSES = 0.000 FEET 293 971004-5 UNTVERSITY COMMONS BROOKFIELD HOMES JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.176)+( 0.137)+( 0.000) = 2,313 NODE 206.10 : HGL = < 390 . 854>;EGL= < 394.835>;FLOWLINE= < 390.000> ****************************************************************************** FLOW PROCESS FROM NODE 206.10 TO NODE 205.00 IS CODE = 1 UPSTREAM NODE 205.00 ELEVATION = 405.67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 20.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 256,93 FEET MANNING'S N = 0.01300 mm NORMAL DEPTH(FT) 0.84 CRITICAL DEPTH(FT) 1. 62 tf UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.27 mt GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: m DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) "mt 0.000 1.271 9. 735 2.743 459.51 0. 673 1.253 9.892 2.774 463.49 mm 1.415 1.236 10.054 2.807 467 .74 2.231 1.219 10.223 2.843 472.27 *• 3.131 1.201 10.399 2.881 477.09 4 .122 1.184 10.581 2.924 482.22 fl 5.216 1.167 10.770 2.969 487.67 6.425 1.150 10.967 3.018 493.46 ••m 7 .763 1.132 11.171 3.071 499.59 fl 9.247 1.115 11.384 3.129 506.09 fl 10.899 1.098 11. 606 3.191 512.98 12 .742 1.080 11 .837 3.257 520.26 14 . 806 1.063 12.077 3.329 527.97 tf 17 .131 1.046 12.328 3.407 536.13 19.763 1.029 12.590 3.491 544.75 22 .765 1.011 12.863 3.582 553.87 26.216 0. 994 13.148 3.680 563.51 tf 30.228 0. 977 13.446 3.786 573.69 34.954 0. 959 13.758 3.901 584.46 fl 40. 621 0. 942 14 .085 4 .024 595.85 47.580 0. 925 14 .427 4 .159 607 .89 tf 56.418 0. 908 14.786 4 .304 620.63 68 . 240 0 .890 15.162 4 .462 634 .10 mm 85.524 0.873 15.557 4 .633 648.37 116.226 0.856 15.972 4 .819 663.47 tf 256.930 0. 854 16.007 4.835 664.75 NODE 205.00 : HGL = < 406.941>;EGL= < 408.413>;FLOWLINE= < 405.670> ****************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.10 IS CODE = 5 UPSTREAM NODE 205.10 ELEVATION = 406.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 16.40 20. 50 4 ,10 0.00 DIAMETER (INCHES) 24 .00 24 .00 18 .00 0. 00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 406.00 405.67 90.00 406.17 0.00 0.00 CRITICAL DEPTH(FT.: 1.46 1. 62 0.78 0.00 VELOCITY (FT/SEC) 12.995 9.738 4 .449 0.000 294 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES tf Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03794 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01534 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02664 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.107 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = { 0.948)+( 0.107)+( 0.000) = 1.054 NODE 205.10 : HGL = < 406.845>;EGL= < 409.467>;FLOWLINE= < 406.000> ************ ****************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 204.00 205.10 TO NODE ELEVATION = 204.00 IS CODE = 1 410.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.40 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 135.42 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.91 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.47 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.46 •mm DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 0.000 0.475 28.712 13.284 919.71 mm 4.171 0. 492 27.298 12.071 875.41 8. 408 0 . 509 26.003 11.015 834.90 12.718 0.527 24.813 10.093 797,75 17.107 0. 544 23.715 9.283 763.59 mm 21.584 0. 561 22.702 8.569 732.12 26.160 0.578 21.762 7 .937 703.05 m 30.845 0.596 20.890 7.376 676.16 35.655 0. 613 20.079 6.877 651.23 « 40.605 0. 630 19.323 6.432 628.09 • 45.716 0. 647 18.616 6.032 606.56 fl 51.013 0. 665 17.955 5. 674 586.51 56.525 0.682 17 .336 5.352 567.82 tf 62,291 0. 699 16.754 5.061 550.36 68,357 0.717 16.207 4 .798 534.05 •mm 74 .785 0.734 15.692 4 . 560 518.78 81.654 0.751 15.207 4 .344 504.49 tf 89.075 0.768 14.748 4.148 491.09 97 .200 0.786 14.315 3.970 478.53 106.252 0. 803 13.905 3.807 466.74 116.578 0. 820 13.516 3. 659 455.67 128.760 0.837 13.147 3. 523 445.28 fl 135.420 0. 845 12.991 3. 467 440.90 tf NODE 204.00 : ; HGL = < 410. 475>;EGL= < 423.284>;FLOWLINE= < 410.000 ****************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.10 IS CODE = 5 UPSTREAM NODE 204.10 ELEVATION = 411.00 (FLOW IS SUPERCRITICAL] CALCULATE JUNCTION LOSSES; PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY 295 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 [CFS) (INCHES) (DEGREES) ELEVATION 16.40 12.00 30.00 411.00 16.40 24.00 - 410.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== DEPTH(FT.) (FT/SEC) 1.00 33.955 1.46 28.721 0.00 0.000 0.00 0.000 0.35251 0.34388 ] JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE - DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE •- AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.348: JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 1-04 5 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 5.165)+( 1.045)+( 0.000) = 6.210 NODE 204.10 : HGL = < 411. 591>;EGL= < 429. 4 93>; FLOWLINE= < 411.000> ****************************************************************************** FLOW PROCESS FROM NODE 204.10 TO NODE 203.00 IS CODE = 1 UPSTREAM NODE 203.00 ELEVATION = 462.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.40 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 132.41 FEET MANNING'S N = 0.01100 NORMAL DEPTH(FT) 0.57 CRITICAL DEPTH(FT) 1. 00 m UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 fl GEtADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 'm 0.000 0.999 20.876 7.770 688.12 0.149 0.982 20.959 7 .807 689.94 0. 462 0. 965 21.105 7. 886 693.76 0.888 0.948 21.294 7 . 994 698.96 fl 1.412 0. 931 21.521 8 ,127 705.34 2.034 0.914 21.780 8.285 712.78 •m 2.753 0 . 897 22.071 8.466 721.24 3.575 0. 880 22.393 8 . 672 730.70 mm. 4 .509 0.863 22.746 8.902 741.16 5.565 0.846 23.131 9.159 752.62 •m 6.757 0.829 23.547 9.444 765.11 8 .105 0. 812 23. 996 9.759 778.66 fl 9. 630 0.795 24.480 10.106 793.32 11.362 0.778 25.000 10.489 809.14 -Ml 13.339 0.761 25.557 10.910 826.18 15.610 0.744 26.155 11.373 844.52 fl 18 .239 0.727 26.796 11.884 864.23 21.314 0.710 27 .482 12.445 885.41 Mi 24.961 0. 693 28.218 13.065 908.17 tf 29.364 0. 676 29.006 13.749 932.62 34 .805 0. 659 29.852 14.505 958.91 41.766 0. 642 30.759 15.343 987 .19 51.143 0. 625 31.734 16.273 1017.63 fl 64.956 0. 608 32 .783 17.307 1050.43 89.691 0 . 591 33.912 18.460 1085.81 -132 .410 0. 591 33.944 18.493 1086.81 296 971004-5 UNIVERSFTY COMMONS BROOKFIELD HOMES ^ NODE 203.00 : HGL = < 462.999>; EGL= < 4 69.770>; FLOWLINE= < 462.000 ****************************************************************************** - UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 203,00 FLOWLINE ELEVATION = 462.00 ASSUMED UPSTREAM CONTROL HGL = 4 63.00 FOR DOWNSTREAM RUN ANALYSIS ^ 31============:================= END OF GRADUALLY VARIED FLOW ANALYSIS tf tf 297 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES fl ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (701-SERIES) * * NORTH BROOKFIELD - S.D. 'E-3' **REFER TO EXHIBIT "X"** * FILE: G:\ACCTS\971004\AES701.OUT T.L.G. * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES701.DAT TIME/DATE OF STUDY: 09:52 11/15/2001 ****************************************************************************** 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) 207.20- 2.80* 237.28 0.32 75.59 FRICTION 207.30- 0.68*Dc 39.40 0.68*Dc 39.40 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 LACFCD WSPG COMPUTER PROGRAM. •tt JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** m DOWNSTRE/y^ PIPE FLOW CONTROL DATA: NODE NUMBER = 207.20 FLOWLINE ELEVATION = 382.00 « PIPE FLOW = 3.20 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 384.800 FEET Mi NODE 207 20 • HGL = < 384.800>;EGL= < 384. 851>;FLOWLINE= < 382.000> tf ****************************************************************************** FLOW PROCESS FROM NODE 207.20 TO NODE 207.30 IS CODE = 1 UPSTREAM NODE 207.30 ELEVATION = 385.50 (FLOW SEALS IN REACH) fl tf CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.20 CFS PIPE DIAMETER = PIPE LENGTH = 40.50 FEET MANNING'S 18.00 INCHES N = 0.01100 mm DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.80 tf PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 298 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 4at 0.000 2.800 1.811 2.851 237,28 -fll 15.159 1.500 1.811 1.551 93.93 MM NORMAL DEPTH(FT) 0.30 CRITICAL DEPTH(FT) 0. 68 —• ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) fl 15.159 1.500 1.810 1.551 93.93 15.535 1.4 67 1.820 1.519 90.39 mt 15.904 1.434 1.838 1.487 86. 93 16.270 1.402 1.862 1. 456 83.54 fl 16.632 1.369 1.891 1.425 80.23 16.991 1.336 1.924 1.394 77.01 17.346 1.303 1. 962 1.363 73.88 17 .698 1.271 2.004 1.333 70.84 mt 18.045 1.238 2.051 1.303 67. 90 18,388 1.205 2.102 1.274 65.07 — 18.727 1.172 2.159 1.245 62.35 19.060 1.140 2.221 1.216 59.75 19.388 1.107 2 .288 1.188 57.27 19.708 1.074 2.362 1.161 54 . 91 20.021 1.041 2.443 1.134 52. 69 20.324 1.009 2.532 1.108 50. 61 20. 617 0.976 2.628 1.083 48.67 20 .898 0.943 2.734 1.059 46.89 21.164 0.910 2.851 1.037 45.27 21.414 0.878 2.97 9 1.015 43.82 21. 642 0.845 3.120 0.996 42.55 21.847 0.812 3.276 0.979 41.47 22 .021 0.779 3 .449 0.964 40. 60 22.158 0.747 3.642 0.953 39.95 22.249 0.714 3.858 0.945 39.54 22.283 0. 681 4.100 0,942 39.40 "fl 40.500 0.681 4 .100 0. 942 39.40 tf NODE 207.30 : HGL = < 386. 181>;EGL= < 386. 442>;FLOWLINE= < 385.500> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 207.30 FLOWLINE ELEVATION = 385.50 ASSUMED UPSTREAM CONTROL HGL = 386.18 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 299 971004^5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 m Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 mm ************************** DESCRIPTION OF STUDY ************************** * * 971004 - UNIVERSITY COMMONS (702-SERIES) * * NORTH BROOKFIELD - S.D. 'D-2' * * FILE: G:\ACCTS\971004\AES702.OUT T.L.G. **Refer to Exhibit «X"** * ************************************************************************** fl FILE NAME: G:\ACCTS\971004\AES702.DAT TIME/DATE OF STUDY: 13:16 10/26/2001 ******************************************************************************* 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) ^ 206.00- 1.50 306.95 0.49* 799.34 FRICTION 210.00- 1.39*Dc 302.62 1.39*Dc 302.62 m MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 m NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. « JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 206.00 FLOWLINE ELEVATION = 390.50 tf PIPE FLOW = 14.30 CFS PIPE DIAMETER = 18,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 392.000 FEET mm NODE 206 00 • HGL = < 390.989>;EGL= < 403.705>;FLOWLINE= < 390.500> tf ****************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE - 1 ^ UPSTREAM NODE 210.00 ELEVATION = 441.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD):. * PIPE FLOW = 14.30 CFS PIPE DIAMETER = 18.00 INCHES tf PIPE LENGTH = 147.45 FEET MANNING'S N = 0.01100 NORMAL DEPTH(FT) = 0.45 CRITICAL DEPTH(FT) = 1.39 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1-39 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 300 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES .m DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 1.389 8 .369 2.477 302.62 0.012 1.352 8.526 2.481 303.03 0.047 1.314 8.710 2.493 304.25 0.108 1.277 8 .920 2.513 306.27 0.195 1.239 9,157 2.542 309.12 m 0.313 1.202 9.421 2.581 312.85 0.466 1.164 9,715 2.631 317.50 m 0. 657 1.127 10.042 2.693 323.16 0.894 1.089 10.403 2.771 329,90 fl 1.185 1.051 10.803 2.865 337,83 1.539 1.014 11.246 2.979 347,07 fl 1.969 0. 976 11.737 3.117 357.77 2.491 0.939 12.282 3.283 370.10 tf 3.125 'O.901 12.889 3.483 384 .26 3.900 0.864 13.567 3.724 400.51 •mt 4 .850 0.826 14.325 4.015 419.14 6.026 0.789 15.179 4.369 440.53 m 7.495 0.751 16.143 4 .800 465.11 9.359 0.714 17 .238 5.331 493.46 mt 11.765 0. 676 18 .489 5.988 526.27 14.951 0.639 19.929 6.809 564.42 fl 19.318 0.601 21.597 7 .848 609.06 25.635 0. 564 23.548 9.180 661.66 35.636 0.526 25.853 10.912 724.21 mm 54.927 0 .489 28.608 13.205 799.34 147.450 0.489 28.608 13.205 799.34 fl NODE 210.00 : HGL = < 4 42. 389>;EGL= < 443.477>;FLOWLINE= < 441.0OO> tf ****************************************************************************** UPSTRE?yyi PIPE FLOW CONTROL DATA: NODE NUMBER = 210.00 FLOWLINE ELEVATION = 441.00 tf ASSUMED UPSTREAM CONTROL HGL 442.39 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 301 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES T***************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (703-SERIES) * * NORTH BROOKFIELD - S.D. •F-2' * * FILE: G:\ACCTS\971004\AES703.OUT T.L.G. **Refer to Exhibit "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES703.DAT TIME/DATE OF STUDY: 13:25 10/26/2001 ********************************************************"********************** 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 ) 205.00- 0.92 83.68 0.29* 259.78 FRICTION 207.00- 0.92 Dc 83.68 0.62* 103.09 JUNCTION 207.10- 0.92 Dc 83.68 0.77* 87.58 FRICTION 211.00- 0.92*Dc 83.68 0.92*Dc 83.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 205.00 FLOWLINE ELEVATION = 406.17 PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 4 06.940 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.77 FT.) IS LESS THAN CRITICAL DEPTH( 0.92 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 205.00 : HGL = < 406,464>;EGL= < 414.932>;FLOWLINE= < 406.170> ****************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE = 1 UPSTREAM NODE 207.00 ELEVATION = 481.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 5.70 CFS PIPE DIAMETER = 18.00 INCHES 302 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES '•Ml PIPE LENGTH = 157.62 FEET MANNING' S N = 0. ,01300 '•Ml NORMAL DEPTH(FT) 0.28 CRITICAL DEPTH(FT) 1 = 0.92 '•Ml UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0. 62 '•Ml GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: wH DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ •m CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0. 616 8.335 1. 695 103.09 -m 0.113 0.603 8.580 1.747 105.25 0.238 0.589 8.840 1.804 107.57 mm 0.379 0.576 9.114 1.867 110.08 0.536 0.563 9.405 1. 937 112.79 m 0.712 0.550 9.714 2.016 115.70 0. 909 0.536 10.042 2.103 118.85 1.131 0.523 10.390 2.201 122.24 1.382 0. 510 10.762 2.309 125.90 fl 1. 665 0.496 11.158 2.431 129.85 1. 987 0.483 11.582 2.568 134.11 -If*. 2.353 0 .470 12.036 2.721 138.73 2.773 0.457 12.523 2.893 143.72 mm 3.256 0.443 13.047 3.088 149.14 3.817 0. 430 13.611 3.308 155.02 4 .471 0.417 14.220 3.559 161.41 5.242 0. 404 14 .879 3.843 168.37 6.162 0.390 15.595 4.169 175.97 7 .274 0.377 16.374 4.543 184.28 8.645 0. 364 17 .224 •4.973 193.39 10.375 0.350 18.156 5.472 203.42 12.635 0.337 19.179 6.052 214.47 15.747 0.324 20.308 6.732 226.70 20,433 0.311 21.558 7.531 240.29 fl 29.013 0.2 97 22.948 8.480 255.44 157.620 0.294 23. 346 8 .762 259.78 fl NODE 207.00 : HGL = < 482. 416>;EGL= < 483. 495>;FLOWLINE= < 481.800> ****************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.10 IS CODE = 5 UPSTREAM NODE 207.10 ELEVATION = 482.30 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.70 5.70 0. 00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE DEGREES] 20.00 0.00 0.00 FLOWLINE ELEVATION 482.30 481.80 0.00 0.00 CRITICAL DEPTH(FT. : 0. 92 0. 92 0.00 0.00 VELOCITY (FT/SEC) 6.238 8 .337 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01077 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.02356 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01716 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.051 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES JUNCTION LOSSES = ( 0.127)+( 0.051)+( 0.000) = 0.179 303 971004-5 UNTVERSTTY COMMONS BROOKFIELD HOMES NODE 207.10 : HGL = < 483.070>;EGL= < 483.674>;FLOWLINE= < 4a2.300> ****************************************************************************** FLOW PROCESS FROM NODE 207.10 TO NODE 211.00 IS CODE = 1 UPSTREAM NODE 211.00 ELEVATION = 483.62 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 119.56 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.76 CRITICAL DEPTH(FT)^^= UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.92 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0, 92 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ -~ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUND 0.000 0. 921 5.007 1.311 83.68 am 0.017 0. 915 5.048 1.311 83. 68 0.070 0. 909 5.089 1.311 83.70 0.162 0. 902 5.132 1.311 83.73 fl 0.297 0. 896 5.174 1.312 83.77 fl 0.479 0. 890 5.218 1.313 83.82 0.714 0 . 883 5.263 1.314 83.89 1.007 0, 877 5.308 1.315 83. 97 mt 1.364 0. 871 5.354 1.316 84.06 1.794 0. 865 5.401 1.318 84 .17 2.306 0. 858 5.449 1.320 84.29 mi 2.913 0 . 852 5.498 1.322 84 .42 M 3. 627 0. 846 5.548 1 . 324 84 .57 M 4 .467 0. 840 5.599 1.327 84.73 5.454 0. 833 5.651 1.330 84 . 91 6.618 0. 827 5.704 1.333 85.10 tf 7.995 0 . 821 5.758 1. 336 85.31 9.636 0. 815 5.813 1.340 85. 53 11.612 0. 808 5.869 1. 343 85.77 14.028 0. ,802 5. 926 1.348 86.02 tf 17.044 0. ,796 5. 984 1. 352 86.29 20.932 0. ,790 6.044 1.357 86.58 mm 26.199 0, ,783 6.104 1. 362 86.89 33.984 0, .777 6.166 1 .368 87 .21 tf 47.945 0, .771 6.230 1. 374 87.55 119.560 0. .770 6.236 1.374 87.58 Mm NODE 211.00 ; : HGL = < 484 . 541>;EGL= < 484.931>;FLOWLINE= < 483.620: ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 211.00 FLOWLINE ELEVATION = 483.62 ASSUMED UPSTRE7\M CONTROL HGL = 4 8 4.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 304 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES —*'* *************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE ^ (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1423 Analysis prepared by: ''M O'Day Consultants, Inc. fl 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 mm Tel: (760) 931-7700 Fax: (760) 931-8680 fl ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (704-SERIES) * * NORTH BROOKFIELD - S.D. 'B-2' * * FILE: G:\ACCTS\971004\AES704.OUT T.L.G. * ** ************************************************************************** FILE NAME: G:\ACCTS\971004\AES7 04.DAT TIME/DATE OF STUDY: 16:00 01/03/2001 **Refer to Exhibit «X"** ****************************************************************************** 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 ) 105.00- 2.00 7 40.15 0.75* 1610.64 FRICTION 105.10- 1.86 Dc 730.32 O.70* 1749.06 MANHOLE 105.20- 1.86 Dc 730.32 0.70* 1761.89 FRICTION 104.00- 1.86*Dc 730,32 1.86*Dc 730.32 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 105.00 FLOWLINE ELEVATION = 359.00 PIPE FLOW = 29.70 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 361.000 FEET NODE 105.00 : HGL = < 359.750;EGL= < 371. 596>; FLOWLINE= < 359.000 ****************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.10 IS CODE = 1 UPSTREAM NODE 105.10 ELEVATION = 363.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 29.70 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 30.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.81 CRITICAL DEPTH (FT) - 1.86- 305 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 3.264 1.279 13.991 4.321 879.33 4.079 1.231 14.634 4 .558 910.08 •••• 5.068 1.183 15.347 4 .843 945.19 6.273 1.135 16.141 5,183 985.22 fl 7.753 1.087 17.028 5.592 1030.89 9.591 1.038 18.022 6.085 1083.03 11.902 0.990 19.142 6. 683 1142.70 -m 14.860 0.942 20.409 7.414 1211.15 18.742 0.894 21.852 8.313 1290.00 24.012 0.846 23.506 9.430 1381.24 31.557 0.797 25.414 10.832 1487.44 fl 43.375 0.749 27.634 12.615 1611.91 65.908 0.701 30.243 14 . 912 1759.00 m* 96.000 0.700 30.294 14.959 1761.89 tf NODE 104.00 : ; HGL = < 396. 858>;EGL= < 398.337>;FLOWLINE= < 395.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 104.00 FLOWLINE ELEVATION = 395.00 ASSUMED UPSTREAM CONTROL HGL = 396.86 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS fl 307 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES tf fl ******** **'* ******************************************************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (705-SERIES) * * NORTH BROOKFIELD - S.D. 'A-2' * * FILE: G:\ACCTS\971004\AES705.OUT T.L.G. **Refer to Exhibit "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES705.DAT TIME/DATE OF STUDY: 09:47 01/10/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM N0D7VL 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) 107.10- ' 1.50 310.10 0.58* 646,42 FRICTION 107.00- 1.39*Dc 305.88 1.39*Dc 305.88 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA; NODE NUMBER = 107.10 FLOWLINE ELEVATION = 388.70 PIPE FLOW = 14.40 CFS PIPE DI/UVlETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 390.200 FEET NODE 107.10 : HGL = < 389.280>;EGL= < 397.369>;FLOWLINE= < 388.700> ****************************************************************************** FLOW PROCESS FROM NODE 107.10 TO NODE 107.00 IS CODE = 1 UPSTREAM NODE 107.00 ELEVATION = 400.00 (FLOW IS SUPERCRITICAL) Ml «• CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.40 CFS PIPE PIPE LENGTH = 42.98 FEET DIAMETER - 18.00 INCHES MANNING'S N = 0.01300 •mi NORMAL DEPTH(FT) = 0.53 CRITICAL DEPTH(FT) = 1. 39 •m UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT] 1 = 1.39 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 308 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES fl DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ "M CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.392 8 .418 2. 493 305.88 « 0.013 1.357 8 . 561 2.496 306.23 0.054 1.323 8 .727 2. 506 307.27 MM 0.123 1.288 8 . 914 2.523 309.00 0.223 1.254 9.124 2.547 311.43 M 0.356 1.219 9.358 2,580 314.59 0. 527 1.185 9. 616 2.621 318 .53 0.740 1.150 9. 900 2. 673 323.28 fl 1.002 1.116 10.212 2.736 328.91 i^m 1.321 1.081 10.555 2.812 335.50 1.706 1.047 10.931 2. 903 343.12 fl 2.169 1.012 11.345 3.012 351.88 tf 2.725 0.978 11.799 3.141 361.89 3.394 0.943 12.299 3.294 373.28 4 .200 0.909 12.851 3.475 386.22 5.178 0.874 13.462 3. 690 400.90 tf 6.371 0.840 14 .138 3. 946 417.55 7.842 0.805 14 .891 4 .251 436.42 '•mi 9. 677 0.771 15.731 4 . 616 457.86 12.009 0.737 16.674 5. 056 482.25 m 15.043 0.702 17 .735 5.589 510.08 19.125 0. 668 18. 937 6.240 541.94 MB 24.914 0.633 20.306 7.040 578.57 33.892 0.599 21.876 8.034 620.93 tf 42.980 0.580 22.816 8.669 646.42 NODE 107.00 : HGL = < 401.392>;EGL= < 402.493>;FLOWLINE= < 400.000> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 107.00 FLOWLINE ELEVATION = 400.00 ASSUMED UPSTREAM CONTROL HGL = 401.39 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 309 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES M ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (800-SERIES) * * INDUSTRIAL AREA - S.D. ON EAST SIDE * * FILE: G:\ACCTS\971004\AES800.OUT T.L.G. **REFBR TO EXHIBIT «X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES800.DAT TIME/DATE OF STUDY: 13:49 10/31/2001 ****************************************************************************** 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 l( POUNDS) DEPTH(FT) MOMENTUM(POUNDS; fl I J05. 00- FRICTION 10.32* 5023.82 1.34 2721.27 U 102. 00- JUNCTION 2.57*Dc 1721.66 2.57*Dc 1721.66 mm If i02. 10- FRICTION 4 , 03* HYDRAULIC 1759.58 JUMP 1.56 1378.34 m» • u 503. 00-2 . 27*Dc 1155.55 2.26*Dc 1155.55 JUNCTION IE 303. 10-3,22* 1129.06 1.31 985.44 FRICTION HYDRAULIC JUMP tm U 304. 00-1. 97*Dc 794.98 1.97*Dc 794.98 m JUNCTION mi If 304 . 10- FRICTION 2.41 602.00 1.05* 666.12 11 305. 00-1.70 Dc 503.81 1.19* 592.27 tf JUNCTION 1! 305. 10-1.4 2 Dc 353.46 0 .84* 498.93 fl FRICTION 11 305. 20-1.42*Dc 353.46 1.42*Dc 353.46 tf 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION **),*************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 805.00 FLOWLINE ELEVATION = 348.50 PIPE FLOW = 64.30 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 358.820 FEET 310 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES NODE 805.00 HGL = < 358.820>;EGL= < 360.105>;FLOWLINE= < 348.500> ***************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 1802.00 IS CODE = 1 UPSTREAM NODE 1802.00 ELEVATION = 361.00 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 64.30 CFS PIPE DIAMETER 36.00 INCHES •m PIPE LENGTH = 200.00 FEET MANNING'S N = 0. 01300 fl DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 10.32 mt PRESSURE FLOW PROFILE COMPUTED INFORMATION: tf DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) fl 0.000 10.320 9.097 11.605 5023.82 137.578 3.000 9.097 4 .285 1795.11 NORMAL DEPTH(FT) = 1.29 CRITICAL DEPTH(FT) 2.57 mt Mi ASSUMED DOWNSTRET^ PRESSURE HEAD(FT) = 3 .00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ fl CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 137.578 3.000 9.094 4.285 1795.11 rm 137.863 2.983 9.100 4 .270 1788.42 138.116 2. 966 9.112 4 .256 1782.42 mm 138.349 2. 949 9.128 4 .243 1776.87 138.566 2.932 9.147 4 .232 1771.70 138.770 2. 915 9.168 4 .221 1766.86 138.961 2.898 9.191 4.210 1762.32 mm 139.141 2.881 9.216 4 .200 1758.06 139.310 2 .864 9.244 4 .191 1754.06 mi 139.469 2.847 9.273 4 .183 1750.32 jm 139.617 2. 830 9.304 4 .175 1746.83 mm 139.756 2.813 9.337 4 .167 1743.57 139.885 2 .796 9.371 4 .160 1740.55 140.005 2.778 9,407 4 .153 1737.76 fl 140.116 2.761 9.445 4 .147 1735.19 140 .218 2.744 9.484 4 .142 1732.85 140.310 2 .727 9 . 524 4 . 137 1730.73 140.393 2 .710 9. 567 4 .132 1728.84 M 140.466 2. 693 9. 610 4 .128 1727.16 140.531 2. 676 9. 656 4 .125 1725.71 m 140.586 2. 659 9.702 4 .122 1724.48 140,631 2. 642 9.751 4 .119 1723.47 fl 140.666 2. 625 9.800 4 .118 1722.68 140.692 2. 608 9. 852 4 .116 1722.11 mm 140.708 2.591 • 9. 905 4 .115 1721.77 140.713 2. 574 9. 959 4 .115 1721.66 mm 200.000 2 .574 9. 959 4 .115 1721.66 NODE 1802.00 : HGL = < 363.574>;EGL= < 365.115>;FLOWLINE= < 361.000 *************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1802.10 1802 . 00 TO NODE ELEVATION = 1802.10 IS CODE = 5 361.30 (FLOW IS AT CRITICAL DEPTH) 311 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES ) (DEGREES) ELEVATION DEPTH(FT. ) (FT/SEC) fl UPSTREAM 48.40 36.00 10.00 361.30 2.27 6.847 DOWNSTREAM 64.30 36.00 361.00 2.57 9. 962 M> LATERAL #1 5.70 18.00 90.00 362.50 0.92 3.226 fl LATERAL #2 0.00 0.00 0.00 0.00 0.00 0. 000 Q5 10.20===Q5 EQUALS BASIN INPUT=== tm JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION m UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00527 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00864 •mm AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00695 JUNCTION LENGTH 4.00 FEET W FRICTION LOSSES = 0.028 FEET ENTRANCE LOSSES = 0.308 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+{ENTRANCE LOSSES) fl JUNCTION LOSSES = ( 0.610)+( 0. 028)+{ 0.308) = 0.946 tf NODE 1802.10 : HGL = < 365.333>;EGL= < 366.061>;FLOWLINE= < 361.300> ****************************************************************************** FLOW PROCESS FROM NODE 1802.10 TO NODE 1803.00 IS CODE = 1 fl UPSTREAM NODE 1803.00 ELEVATION = 363.87 (HYDRAULIC JUMP OCCURS) -•1 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 4 8.40 CFS PIPE DIAMETER = 36.00 INCHES mm PIPE LENGTH = 118.40 FEET MANNING'S N = 0.01300 •m HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ml NORMAL DEPTH(FT ) = 1.49 CRITICAL DEPTH(FT) = 2.27 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.26 mm GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: m DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ fl CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.262 8.461 3.375 1155.55 0 .069 2.231 8.582 3.376 1155. 92 fl 0.262 2.200 8.709 3.379 1156.94 fl 0.591 2.169 8.840 3.384 1158.62 1.069 2.138 8.978 3.391 1161. 00 Mi 1.713 2.107 9.121 3.400 1164 .09 2.541 2. 076 9.270 3.411 1167.93 fl 3. 575 2.045 9.426 3.426 1172.53 4 .839 2.014 9.589 3,443 1177.94 mi 6.365 1. 983 9.759 3,463 1184.19 8 .188 1. 952 9.936 3.486 1191.30 tf 10.352 1. 921 10.121 3.513 1199.32 12.911 1.890 10.314 3.543 1208 .29 m 15.931 1.859 10.516 3.577 1218.25 19.499 1.828 10.727 3.616 1229.24 tf 23.722 1.797 10.948 3.659 1241.33 28.745 1.766 11.180 3.708 1254.56 •m 34.762 1.735 11.422 3.762 1268.99 ,tf 42.049 1.704 11.675 3.822 1284.68 51.007 1. 673 11.941 3.889 1301.70 62 .259 1. 642 12.221 3.962 1320 .14 fl 76.851 1.611 12.514 4.044 1340.06 -312 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 96.744 1.580 12.822 4 .134 1361.56 118.400 1.557 13.057 4.206 1378.34 fl HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS "-1 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 4.03 fl PRESSURE FLOW PROFILE COMPUTED INFORMATION: Ma DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) tf 0.000 4.033 6.847 4 .761 1759.58 62.846 3.000 6.847 3. 728 1303.84 tf ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3 .00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ tf CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 62.846 3.000 6.845 3.728 1303.84 '•M 64.469 2.971 6.856 3.701 1291.94 65.946 2. 941 6.877 3. 67 6 1280.95 mm 67.336 2.912 6. 904 3. 652 1270.57 68.657 2.882 6. 935 3. 630 1260.72 69.917 2. 853 6.972 3. 608 1251.35 71.121 2.824 7.012 3.588 1242.43 72.274 2.794 7.056 3.568 1233.94 73.377 2.765 7 . 103 3. 549 1225.88 •-TB.. 74 . 431 2.735 7.155 3.531 1218.23 75.437 2.706 7 . 209 3. 514 1211.00 >\m 76.395 2. 677 7.267 3.497 1204.18 77.305 2. 647 7 .329 3. 482 1197.78 'an 78.166 2 . 618 7.393 3.467 1191.79 fl 78.975 2.588 7 .461 3. 454 1186.23 79.732 2. 559 7.533 3.441 1181.11 80.435 2. 530 7 .608 3. 429 1176.42 fl 81.081 2. 500 7 .686 3.418 1172.17 tf 81.667 2.471 7 .768 3,409 1168.38 82.191 2.441 7.854 3. 400 1165.06 82.647 2 .412 7 . 944 3. 393 1162.21 83.033 2 . 383 8.037 3. 386 1159.85 tf 83.344 2. 353 8 .134 3 . 381 1157.99 83.573 2 .324 8.235 3.378 1156.64 83.716 2. 295 8 .341 3.375 1155.82 83.765 2 .265 8. 450 3. 375 1155.55 tf 118.400 2.265 8 .450 3.375 1155.55 HYDRAULIC JUMP ANALYSIS tf PRESSURE+MOMENTUM DOWNSTREAM BALANCE OCCURS AT 61,90 FEET UPSTREAM OF NODE 1802.10 DEPTH = 3.016 FEET, UPSTREAM CONJUGATE DEPTH = 1.658 FEET NODE 1803,00 : HGL = < 366.132>;EGL= < 367.245>;FLOWLINE= < 363.870> ****************************************************************************** FLOW PROCESS FROM NODE 1803.00 TO NODE 1803.10 IS CODE = 5 UPSTREAM NODE 1803.10 ELEVATION = 363.97 (FLOW IS AT CRITICAL DEPTH} CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 36.70 36.00 0.00 363.97 1.97 5.192 313 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES DOWNSTREAM LATERAL #1 LATERAL #2 Q5 48.40 36.00 - 363.87 11.70 18.00 90.00 364.62 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 2.27 1.30 0.00 8 .453 6. 621 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM- MANNING'S N = 0.01300; FRICTION SLOPE = 0.00303 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00624 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.004 63 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.348)+( 0.019)+( 0.000) = 0.367 NODE 1803.10 : HGL = < 367.193>;EGL= < 367.611>;FLOWLINE= < 363.970> ************************************************* ****************************** FLOW PROCESS FROM NODE 1803.10 TO NODE 1804.00 IS CODE = 1 OPSTREAM NODE 1804.00 ELEVATION = 368.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 36.70 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 189.80 FEET MANNING'S N = 0 .01300 HYDRAULIC JUMP: 1 DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) 1.28 CRITICAL DEPTH(FT ) = 1, 97 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.97 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 1.967 7.469 2.834 794.98 m 0 . 059 1. 939 7 .591 2. 835 795.27 0.221 1.912 7 .718 2. 837 796.03 m 0 .497 1.884 7 .849 2.841 797.29 M 0.899 1.857 7 . 986 2. 848 799.06 1.440 1.829 8.129 2. 856 801.36 2.136 1.801 8 .277 2. 866 804.21 3.006 1.774 8 .431 2 .878 807.64 fl 4 .073 1.746 8 .592 2 .893 811.67 5.361 1.719 8 .760 2. 911 816.31 m 6.903 1. 691 8 . 935 2. 932 821.61 8 .736 1. 664 9.117 2. 955 827.59 fl 10.907 1. 636 9. 307 2 . 982 834.28 13,473 1.609 9.506 3.013 841.71 m 16.507 1.581 9.714 3.047 849.92 20 .104 1,553 9, 931 3.086 858.95 tf 24 . 387 1.526 10.158 3.129 868.83 29,524 1.498 10.396 3. 178 879.63 •Mi 35.751 1.471 10.646 3.232 891.37 43.415 1.443 10.907 3. 292 904.13 fl 53.051 1. 416 11.182 3. 358 917.95 65.560 1.388 11.470 3.432 932.90 •m 82.628 1.360 11.774 3. 514 949.05 fl 108 .047 1.333 12.093 3. 605 966. 47 fl 153 . 984 1.305 12.429 3. 706 985.25 '<M 189.800 1. 305 12.433 3.707 985. 44 314 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT II II II 11 11 CM II 11 CN il It • 11 1* II 11 ro II II II II 11 II II II II 11 II il 11 11 II li il — II PRESSURE FLOW PROFILE COMPUTED INFORMATION: „. DISTANCE FROM PRESSURE CONTROL(FT) HEAD(FT) 0.000 3.223 12.227 3.000 VELOCITY (FT/SEC) 5.192 5.192 SPECIFIC ENERGY(FT) 3.641 3.419 PRESSURE+ MOMENTUM(POUNDS) 1129.06 1030.88 ••im ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 12.227 14.349 16.346 18.268 20.127 21.931 23.683 25.385 27.038 28.641 30.193 31.692 33.136 34.522 35.846 37.103 38.288 39.396 40.418 41.347 42.173 42.885 43.470 43.912 44 44 194 293 189,800 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 3.000 5.190 3.419 1030.88 2. 959 5.205 3.380 1013.73 2.918 5.230 3. 343 997.50 2.876 5.264 3.307 981.92 2.835 5.304 3.272 966.93 2.794 5.350 3.239 952.50 2.753 5.402 3.206 938.61 2.712 5.458 3.175 925.27 2. 670 5.520 3.144 912.47 2.629 5.587 3.114 900.23 2.588 5.659 3.086 888.56 2. 547 5.735 3.058 877.47 2.506 5.817 3.031 866.97 2. 464 5. 905 3. 006 857.08 2.423 5.997 2.982 847.83 2. 382 6.096 2 . 959 839.22 2.341 6.200 2. 938 831.29 2. 300 6.310 2. 918 824.06 2.258 6.427 2 . 900 817.56 2.217 6.550 2.884 811.80 2.176 6. 681 2.870 806.83 2.135 6.819 2.857 802.68 2.094 6. 965 2.847 799.38 2.052 7 . 119 2 .840 796.96 2.011 7 .283 2.835 795.48 1. 970 7 .456 2 . 834 794.98 1. 970 7 . 456 HYDRAULIC JUMP 2 .834 ANALYSIS 794.98 PRESSURE+MOMENTUM DOWNSTREAM BALANCE OCCURS AT 17.84 FEET UPSTREAM OF NODE 1803.10 DEPTH = 2.885 FEET, UPSTREAM CONJUGATE DEPTH = 1.305 FEET NODE 1804.00 : HGL = < 369.967>;EGL= < 370.834>;FLOWLINE= < 368.000> ****************************************************************************** FLOW PROCESS FROM NODE 1804.00 TO NODE 1804.10 IS CODE = 5 UPSTREAM NODE 1804.10 ELEVATION = 368.50 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 FLOW (CFS) 24 . 90 36.70 11.80 DIAMETER (INCHES) 30.00 36.00 18 .00 ANGLE DEGREES] 0.00 90.00 FLOWLINE ELEVATION 368.50 368.00 369.50 CRITICAL DEPTH(FT.; 1 .70 1.97 1 .31 VELOCITY (FT/SEC) 12. 684 7 . 471 7 .226 315 971004-5 UNTVERSITY COMMONS BROOKHELD HOMES LATERAL #2 Q5 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 0.00 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02693 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00516 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01605 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.064 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.153)+( 0.064)+( 0.000) = 1.217 NODE 1804.10 : HGL = < 369.553>;EGL= < 372.051>;FLOWLINE= < 368.500 *************************** *************************************************** FLOW PROCESS FROM NODE OPSTREAM NODE 1805.00 1804.10 TO NODE ELEVATION = 1805.00 IS CODE = 1 373.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 24.90 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 163.30 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.05 CRITICAL DEPTH(FT) = 1.70 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1. 19 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) • MOMENTUM(POUNDS) 0.000 1.193 10.761 2 . 993 592.27 1.702 1 .188 10.830 3.010 594.76 3.501 1.182 10.900 3.028 597.28 5.407 1.176 10.971 3.046 599.86 7.429 1.170 11.043 3.065 602.4 9 9.579 1.164 11. 115 3.084 605.16 11.870 1.158 11 .189 3.103 607.89 14.318 1.152 11.263 3.123 610.67 I'M 16.941 1.146 11.338 3.144 613.49 19.760 1.140 11.415 3.165 616.38 22.801 1.134 11.492 3.187 619.31 26.094 1.129 11.571 3. 209 622.31 mt 29.678 1.123 11.650 3 .232 625.35 33.599 1.117 11.731 3.255 628.46 m 37.917 1. Ill 11.812 3.279 631.62 42.706 1.105 11.895 3 . 303 634,84 m 48 .068 1.099 11.979 3. 329 638.12 54.138 1.093 12.064 3. 354 641.45 •m 61.105 1.087 12.150 3. 381 644 .86 69.249 1.081 12,237 3.408 648.32 m 78.999 1.075 12.326 3.436 651.85 91.080 1.070 12.416 3. 465 655.44 •m 106.846 1.064 12.507 3.494 659.10 129.342 1.058 12.599 3. 524 662.82 fl 163.300 1.053 12.680 3.551 666.12 M> NODE 1805.00 : HGL = < 374. 193>;EGL= < 375. 993>;FL0WL1NE= < 373.000> fl ***************************************************************************** PROCESS FROM NODE 1805.00 TO NODE 1805.10 IS CODE = 5 FLOW UPSTREAM NODE 1805.10 ELEVATION = 374 .00 FLOW IS SUPERCRITICAL: 316 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 15.80 24 . 90 9.10 0.00 DIAMETER (INCHES) 18.00 30.00 18.00 0.00 ANGLE : DEGREES] 0.00 90.00 0.00 FLOWLINE ELEVATION 374.00 373.00 374.00 0.00 CRITICAL DEPTH(FT. ; 1.42 1.70 1.17 0.00 VELOCITY (FT/SEC) 15.550 10.765 6.171 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06259 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01728 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03993 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.160 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.441)+( 0.160)+( 0.000) = 2.601 NODE 1805.10 : HGL = < 374.839>;EGL= < 378.593>;FLOWLINE= < 374.000> ****************************************************************************** FLOW PROCESS FROM NODE 1805.10 TO NODE 1805.20 IS CODE = 1 UPSTREAM NODE 1805.20 ELEVATION = 378.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 47.10 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.76 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.42 1.42 GRADOALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) m 0 . 000 1 .421 9.122 2 .714 353.46 •m 0.037 1.395 9.223 2.716 353.72 •m 0.146 1.369 9.338 2 .724 354 .48 0. 327 1.342 9 .469 2.735 355.71 0.582 1.316 9. 613 2.752 357 .41 fl 0. 915 1.290 9 .771 2 .773 359.59 1.333 1.263 9. 944 2,800 362.25 1.843 1.237 10.131 2. 832 365,40 2.457 1.211 10.333 2.870 369.07 fl 3.185 1.185 10.552 2. 915 373.28 4 .045 1.158 10.787 2.966 378.04 5.054 1.132 11.039 3.026 383.40 6.239 1.106 11.310 3.093 389.39 fl 7 . 628 1. 080 11.602 3.171 396.05 9.260 1. 053 11.914 3.259 403.42 mi 11.187 1.027 12 .250 3. 359 411.57 13.476 1. 001 12.611 3.472 420.53 m 16.217 0. 974 12 . 999 3. 600 430.39 19.539 0.948 13. 416 3.745 441.22 •m 23.633 0. 922 13. 866 3. 909 453.10 mm 28.792 0. 896 14.351 4 .096 466.12 35.512 0.869 14 . 876 4 . 308 480.41 m 44 .723 0.343 15, 443 4 .549 496.08 47.100 0 . 839 15.546 4 .593 498 . 93 fl 317 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES NODE 1805.20 : HGL = < 379 . 421>; EGL= < 380 . 714>; FLOWLINE= < 378.000> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1805.20 FLOWLINE ELEVATION = 378.00 ASSUMED UPSTREAM CONTROL HGL = 379.42 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS fl 318 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (801-SERIES) * * S D i? THE INTERSECTION OF MELROSE DRIVE AND DIAMOND STREET * * FILE: G:\ACCTS\971004\AES801.OUT **REFER TO EXHIBIT "X"** ************************************************************************** FILE NAME: G:\ACCTS\971004\AES801.DAT TIME/DATE OF STUDY: 11:29 01/09/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN PRESSURE+ MOMENTUM(POUNDS) 6195.80 5577.93 5079.40 4463.77 M 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 LACFCD WSPG COMPUTER PROGRAM, fl JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** M. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 803.00 FLOWLINE ELEVATION = 396.53 * PIPE FLOW - 163.00 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 400.530 FEET NODE MODEL PRESSURE PRESSURE+ FLOW NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) 803.00- FRICTION 4 .00 5665.55 2.81* 804.00- JUNCTION 3.69* Dc 5577.92 3.68*Dc 805.00-4 .73* 5179.27 2.57 FRICTION HYDRAULIC JUMP 806.00-3.51* Dc 4463.77 3 . 51 * Dc NODE 103.00 : HGL = < 399.336>;EGL= < 403.987>;FLOWLINE= < 396.530> ****************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 1 UPSTREAM NODE 804.00 ELEVATION = 399.42 (FLOW IS SUPERCRITICAL) fl tf CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW - 163.00 CFS PIPE LENGTH = 124.53 FEET PIPE DIAMETER - 48.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.57 CRITICAL DEPTH(FT) = 3 . 69 319 971004-5 UNTVERSTTY COMMONS BROOKFIELD HOI^S UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT] 3. 68 fl fl tf fl GRADUALLY VARIED FLOW PROFILE DISTANCE FROM FLOW DEPTH CONTROL(FT) (FT) 0.000 3.683 0.188 3.638 0.708 3,594 1.571 3.549 2.792 3.505 4.395 3.461 6. 408 3.416 8.B68 3,372 11.817 3.327 15.310 3.283 19.411 3.239 24.202 3.194 29.782 3.150 36.275 3.105 43.841 3.061 52.684 3.016 63.076 2.972 75.386 2 .928 90.132 2.883 108.073 2.839 124.530 2.806 VELOCITY (FT/SEC) 13.466 13.577 13.696 13.824 13.960 14.104 14.256 14.416 14 .586 14,764 14.950 15.146 15.352 15.567 15.792 16.028 16.275 16.533 16.803 17.085 17.302 SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUND 6.500 5577.93 6.502 5579.62 6.508 5584.24 6.519 5591.75 6.533 5602.15 6.551 5615.47 6.574 5631.74 6.601 5651.00 6.633 5673.31 6. 670 5698.74 6.711 5727.37 6.759 5759.27 6.812 5794.56 6.870 5833.34 6.936 5875.73 7.008 5921.85 7.087 5971.85 7.175 6025.89 7.270 6084.12 7.374 6146.72 7 .457 6195.80 NODE 104.00 : HGL = < 403 .103>;EGL= < 405 . 920>; FLOWLINE= < 399.420 ****************************************************************************** FLOW PROCESS FROM NODE 804,00 TO NODE 805.00 IS CODE = 5 UPSTREAM NODE 805.00 ELEVATION = 400.00 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 140.40 163 22 0 00 60 00 DIAMETER (INCHES) 48 . 00 48 .00 48 . 00 0.00 ANGLE DEGREES] 10.00 0.00 0.00 FLOWLINE ELEVATION 400,00 399.42 400,00 0.00 CRITICAL DEPTH(FT.) 3.51 3. 69 1.40 0.00 VELOCITY (FT/SEC) 11.173 13.462 1.808 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM- MANNING'S N = 0.01300; FRICTION SLOPE = 0.00955 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01117 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01036 JUNCTION LENGTH = 6.00 FEET FRICTION LOSSES = 0.062 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.685)+( 0.062)+( 0.000) = 0.747 NODE 805.00 : HGL = < 404.728>;EGL= < 406.667>;FLOWLINE= < 400.000> ****************************************************************************** FLOW PROCESS FROM NODE 805 . 00 TO NODE 806.00 IS CODE = 1 UPSTREAM NODE 806,00 ELEVATION = 405.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): 140.40 CFS PIPE DIAMETER = 48.00 INCHES 299.28 FEET MANNING'S N = 0.01300 PIPE FLOW PIPE LENGTH = 320 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES fl fl fl HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 'NORMAL'DEPTH (FT) = 2 . 52 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.51 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 3.51 DISTANCE FROM CONTROL(FT) 0.000 0.129 0.527 1.211 2.202 3.525 5.210 7.293 9.818 12.834 16.405 20.606 25.531 31.295 38 .045 45.972 55.327 66.450 79.819 96.135 116.486 142.697 178.187 230.645 299.280 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 3.514 12.000 5.751 4463.77 3.474 12.110 5.753 4464.68 3.434 12.226 5.756 4467.42 3.394 12.347 5.763 4472.02 3.354 12. 474 5.772 4478.50 3.314 12.608 5.784 4486.90 3.274 12.747 5.799 4497.26 3.234 12.893 5.817 4509.62 3.194 13.045 5,839 4524.04 3.154 13.204 5.863 4540.58 3.115 13.369 5.892 4559.28 3.075 13.542 5.924 4580.22 3.035 13.721 5.960 4603.46 2.995 13.908 6. 000 4629.08 2. 955 14.103 6 .045 4657.16 2.915 14.306 6.095 4687.78 2.875 14.518 6.150 4721.05 2.835 14.738 6.210 4757.05 2.795 14.967 6.276 4795.90 2.755 15.206 6.348 4837.70 2.715 15.455 6.426 4882.58 2. 675 15.714 6.512 4930.67 2. 635 15.984 6.605 4982.10 2.595 16.266 6.706 5037.04 2.566 16.478 6.785 5079.40 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.7 3 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 82.542 PRESSURE HEAD(FT) 4 .728 4 . 000 VELOCITY (FT/SEC) 11.173 11. 173 SPECIFIC ENERGY(FT) 6. 667 5.938 PRESSURE+ MOMENTUM(POUNDS) 5179.27 4608.14 4 .00 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 82.542 84.432 86.054 87.522 88.872 90.121 91.283 ' DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 4 . 000 11.169 5. 938 3. 981 11.176 5. 921 3. 961 11.187 5.906 3. 942 11.203 5.892 3. 922 11.221 5.878 3. 903 11.241 5.866 3. 883 11.264 5.855 321 PRESSURE+ MOMENTUM(POUNDS 4608.14 4594.64 4582.61 4571.53 4561.24 4551.64 4542.66 971004-5 UNIVERSTTY COMMONS BROOKHELD HOMES •^ 92.366 3.864 11.288 5.844 4534.27 93.376 3.844 11.315 5.834 4526.42 94.318 3.825 11.343 5.824 4519.09 95.196 3.806 11.373 5.815 4512.26 96.012 3.786 11.405 5.807 4505.92 96.769 3.767 11.438 5.799 4500.05 97.468 3.747 11.473 5.792 4494.64 98.111 3.728 11.509 5.786 4489.68 98.699 3.708 11.547 5.780 4485.16 99.231 3.689 11.586 5.774 4481.09 99.709 3. 669 11. 626 5.770 4477.45 ml 100.133 3.650 11.668 5.765 4474.24 100.502 3. 631 11.711 5.762 4471.47 'nm 100.817 3. 611 11.756 5.759 4469.12 101.076 3.592 11.802 5.756 4467.20 ml 101.280 3.572 11.850 5.754 4465.70 101.426 3.553 11.898 5.753 4464.63 •m 101.515 3.533 11.949 5.752 4463.99 101.545 3.514 12.000 5.751 4463.77 fl 299.280 3. 514 12.000 5.751 4463.77 -END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 15.85 FEET UPSTREAM OF NODE 805.00 DOWNSTREAM DEPTH = 4.589 FEET, UPSTREM CONJUGATE DEPTH = 2.573 FEET NODE 806.00 : HGL = < 4 09. 014>; EGL= < 411. 251>; FLOWLINE= < 405.500> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 806.00 FLOWLINE ELEVATION = 405.50 ASSUMED UPSTREAM CONTROL HGL = 409.01 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 322 m fl 971004-5 UNTVERSITY COMMONS BROOKHELD HOMES *********************************************** ******************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. ^ 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 M ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (802-SERIES) * ^ * LATERAL OF S.D. @ INTERSECTION OF MELROSE DRIVE AND DIAMOND STREET * * FILE- G-\ACCTS\971004\AES802.OUT **REFER TO EXHIBIT «X"** * tf ************************************************************************** FILE NAME: G:\ACCTS\971004\AES8O2.DAT TIME/DATE OF STUDY: 11:45 01/09/2002 ****************************************************************************** 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) 805.00- 4.73 5064.78 2.38* 5212.76 FRICTION g07.00- 3.49*Dc 4339.02 3.49*Dc 4339.02 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 805.00 FLOWLINE ELEVATION = 400.00 PIPE FLOW = 137.70 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 404.730 FEET NODE 105.00 : HGL = < 402.381>;EGL= < 407.224>;FLOWLINE= < 400.000> * * **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 807.00 IS CODE = 1 UPSTREAM NODE 807.00 ELEVATION = 404.25 (FLOW IS SUPERCRITICAL) mm tf CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 137.70 CFS PIPE PIPE LENGTH = 163.98 FEET DIAMETER = 48.00 INCHES MANNING'S N = 0.01300 •mm NORMAL DEPTH(FT) 2.22 CRITICAL DEPTH(FT) = 3.49 m UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT] 1 - 3.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 323 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES DISTANCE FROM CONTROL(FT) 0.000 0,113 0.463 1.066 1.942 3.117 4.619 6.483 8.752 11.476 14.715 18.543 23,052 28.356 34 .599 41.968 50.710 61.161 73.791 89.291 108.735 133.921 163.980 NODE f DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 3.489 11.837 5. 666 4339.02 3.438 11.979 5. 668 4340.44 3.387 12.130 5.674 4344.75 3.337 12.291 5. 684 4352.00 3.286 12.461 5.699 4362.26 3,235 12.641 5.718 4375.63 3.185 12.831 5.743 4392.19 3,134 13.031 5,773 4412.06 3.084 13.243 5.808 4435.36 3,033 13.465 5.850 4462.21 2. 982 13.700 5.898 4492.77 2, 932 13.947 5.954 4527.21 2. 881 14.207 6.017 4565.68 2,830 14.480 6.088 4608.38 2.780 14.768 6.169 4655.53 2.729 15.072 6.259 4707.35 2. 678 15,391 6.359 4764.08 2. 628 15.728 6.471 4825.99 2. 577 16.083 6.596 4893.38 2.526 16.457 6.735 4966.57 2. 476 16.853 6.889 5045.92 2.425 17.270 7.059 5131.80 2.381 17.655 7.224 5212.76 807.00 : HGL = < 407.739>;EGL= < 409.916>;FLOWLINE= < 404.250> fl tf ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 807.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 404.25 407.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS tf 324 fl 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (803-SERIES) * * INDUSTRIAL AREA - S.D. ON WEST SIDE * * FILE: G:\ACCTS\971004\AES803.OUT T.L.G. **REFER TO EXHIBIT "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES803.DAT TIME/DATE OF STUDY: 09:54 01/11/2002 ****************************************************************************** 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) 1702.10- 1.50* 637.87 1.48 637.11 FRICTION 1702.00- 4.79* 1000.71 1.48 Dc 637.11 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1702.10 FLOWLINE ELEVATION = 353.03 PIPE FLOW = 22.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 354,530 FEET NODE 1702.10 : HGL = < 354 . 530>;EGL= < 357.047>;FLOWLINE= < 353.030> ****************************************************************************** FLOW PROCESS FROM NODE 1702.10 TO NODE 1702.00 IS CODE = 1 UPSTREAM NODE 1702.00 ELEVATION = 359.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 201.84 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 22.50)/( 105.043))**2 = 0.04588 HF=L*SF = ( 201.84)* (0.04588) = 9.261 NODE 1702.00 : HGL = < 363.790>;EGL= < 366.308>;FLOWLINE= < 359.000> **^*************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: 325 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES NODE NUMBER = 1702.00 FLOWLINE ELEVATION = 359.00 ASSUMED UPSTREAM CONTROL HGL = 360.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS mm m 326 fl 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES ***************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (804-SERIES) * * INDUSTRIAL AREA - S.D. LINE N-2 * * FILE: G:\ACCTS\971004\AES804.OUT T.L.G. **REFER TO EXHIBIT "X"** ******* * ******************************************************************* FILE NAME: G:\ACCTS\971004\AES804.DAT TIME/DATE OF STUDY: 13:35 10/29/2001 ****************************************************************************** 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) 1802.00- 1-50* 118.33 0.66 96.98 FRICTION 1802.20- 0.92*Dc 83.68 0.92*Dc 83.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1802.00 FLOWLINE ELEVATION = 362.50 PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 364.000 FEET NODE 1802.00 : HGL = < 364 . 000>; EGL= < 364 . 162>; FLOWLINE= < 362.500 ****************************************************************************** FLOW PROCESS FROM NODE 1802.00 TO NODE 1802.20 IS CODE = 1 UPSTREAM NODE 1802.20 ELEVATION = 363.50 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 50.00 FEET MANNING'S N = 0.01300 ""NORMAL DEPTH (FT) = 0.64 ^!^^^?^^_^!!!"!!!L:___!:!!_===== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.50 "GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 327 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNE 0.000 1.500 3.225 1. 662 118.33 1.285 1.477 3.235 1. 639 115,90 2.506 1.454 3.254 1.618 113.57 3,689 1. 431 3.279 1.598 111.33 4.840 1.407 3.309 1.578 109.16 5.964 1.384 3.343 1,558 107.06 7.062 1.361 3.382 1.539 105.04 8.135 1.338 3.424 1.520 103.08 9.183 1.315 3.471 1.502 101.21 10.205 1.292 3.521 1.484 99. 41 11.201 1.268 3. 575 1.467 97 . 69 12.169 1.245 3.633 1.450 96. 05 13.108 1.222 3.696 1.434 94 .49 14.016 1.199 3.763 1. 419 93.02 14.889 1.176 3.834 1.404 91. 64 15.726 1.153 3. 911 1.390 90.36 16.522 1.129 3.992 1. 377 89.17 17.272 1.106 4.078 1.365 88. 09 17.972 1.083 4.170 1.353 87 .11 18.616 1.060 4 .268 1.343 86.24 19.195 1.037 4.373 1.334 85.49 19.701 1.014 4 .484 1.326 84 .85 20.123 0 . 991 4 .602 1.320 84 .35 20.448 0.967 4 .729 1. 315 83. 98 20.658 0. 944 4.863 1,312 83.75 20.734 0. 921 5.007 1.311 83.68 50.000 0. 921 5.007 1.311 83. 68 NODE 1802.20 : HGL = < 364.421>;EGL= < 364.811>;FLOWLINE= < 363,500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1802.20 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 363.50 364.42 FOR DOWNSTREAM RUN ANALYSIS fl END OF GRADUALLY VARIED FLOW ANALYSIS fl tf 328 « 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (805-SERIES) * * INDUSTRIAL AREA - S.D. LINE N-5 * FILE G-\ACCTS\971004\AES805.OUT T.L.G. **REFER TO EXHIBIT "X"** ************************************************************************** FILE NAME: G:\ACCTS\971004\AES805.DAT TIME/DATE OF STUDY: 13:43 10/29/2001 ****************************************************************************** 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) 1805.00- 1-50 262.37 1.11* 270.42 FRICTION 1805.20- 1.34*Dc 256.04 1.34*Dc 256.04 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1805.00 FLOWLINE ELEVATION = 374.00 PIPE FLOW = 12.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 37 5.500 FEET "~NODE~"l805.00 : HGL = < 375.105>;EGL= < 376.411>;FLOWLINE= < 374.000> * * * * UPSTREAM'NODE 1805.20 ELEVATION = 375.00 (FLOW IS SUPERCRITICAL ****************************************************************************** FLOW PROCESS FROM NODE 1805.00 TO NODE 1805.20 IS CODE = 1 fl tf CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 12-80 CFS PIPE PIPE LENGTH = 50.00 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 fl NORMAL DEPTH(FT) 1.07 CRITICAL DEPTH(FT) = 1.34 tf UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT; 1 = 1.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 329 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.344 7 . 663 2.257 256.04 • -nt 0.039 1.333 7.709 2.257 256.06 0.157 1.323 7 .757 2.258 256.15 0.359 1.312 7 .808 2.259 256,28 mm 0.651 1.301 7.860 2.261 256.47 1.038 1,290 7 .914 2.263 256.72 1.529 1.279 7.970 2.266 257.03 2.132 1,268 8 .028 2,270 257.39 mm 2. 859 1.258 8.088 2.274 257.81 3.722 1.247 8.150 2.279 258.28 mm 4 .739 1.236 8.214 2.284 258.82 5.929 1.225 8.281 2.291 259.41 mi 7.316 1.214 8.349 2.297 260.07 8. 931 1.204 8.420 2.305 260.79 M. 10.811 1.193 8.492 2,313 261.57 13.007 1.182 8.567 2.322 262.42 mm 15.584 1.171 8. 645 2.332 263.33 18.631 1,160 8 .724 2.343 264.31 22.274 1.149 8.806 2.354 265.36 26.695 1.139 8.891 2.367 266.48 .mm 32.179 1.128 8.978 2.380 267.68 39.203 1.117 9.067 2.394 268.94 ~-48.660 1.106 9.160 2.410 270.28 mm 50.000 1.105 9.169 2.411 270.42 NODE 1805.20 : HGL = < 376 . 344>; EGL= < 377 . 257>; FLOWLINE= < 375.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1805.20 FLOWLINE ELEVATION = 375.00 ASSUMED UPSTREAM CONTROL HGL = 376.34 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 330 fl fl -m tf 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (806-SERIES) * * INDUSTRIAL AREA - S.D. LINE N-3 * FILE: G:\ACCTS\971004\AES806.OUT T.L.G. **REFER TO EXHIBIT "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES806.DAT TIME/DATE OF STUDY: 13:48 10/29/2001 *********************************************************************** ******* 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 ) 1803.00- 1-50 356.46 0.83* 502.19 FRICTION 1803.20- 1.42*Dc 353.46 1.42*Dc 353.46 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1803.00 FLOWLINE ELEVATION = 364.62 PIPE FLOW = 15.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 366.120 FEET NODE 1803.00 : HGL = < 365.453>;EGL= < 369.265>;FLOWLINE= < 364.620> mm ****************************************************************************** FLOW PROCESS FROM NODE 1803.00 TO NODE 1803. 20 IS CODE = 1 * UPSTREAM NODE 1803.20 ELEVATION = 368.00 (FLOW IS SUPERCRITICAL) * CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.80 CFS PIPE DIAMETER = 18.00 INCHES * PIPE LENGTH = 32.74 FEET MANNING'S N = 0.01300 "'NORMAL DEPTH (FT) = 0.72 ^l!! UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1,42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 331 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES DISTANCE FROM CONTROL(FTO 0.000 0.033 0.129 0.289 0.515 0.811 1 1 2 2 3 4 5 6 183 638 186 838 611 521 592 852 8.338 10.099 12.197 14.721 17.792 21.591 26.401 32.693 32.740 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 1. 421 9.122 2.714 353.46 1.393 9.230 2.717 353.76 1.365 9.354 2.725 354.61 1.337 9.496 2.738 356.00 1.309 9.653 2.757 357.93 1.281 9.825 2.781 360.40 1.253 10.015 2.812 363.42 1.225 10.221 2.848 367.00 1.197 10.444 2.892 371.18 1.169 10.686 2.944 375.98 1.141 10.948 3.004 381.44 1.113 11.230 3.073 387.60 1.085 11.535 3.153 394.51 1.057 11.863 3.244 402.21 1.029 12.218 3.349 410.77 1.001 12.600 3.468 420.26 0. 973 13.013 3.605 430.77 0. 945 13.460 3.761 442.37 0.918 13.944 3.939 455.17 0.890 14.469 4.142 469.30 0.862 15.039 4.376 484 . 89 0.834 15.659 4. 643 502.09 0.833 15.662 4 . 645 502.19 NODE 1803.20 : HGL = < 369 . 421>; EGL- < 370. 714>; FLOWLINE= < 368.000> ************************************************ ****************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1803.20 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 368.00 369.42 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS tf 332 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES fl fl ************************************************************************* ***** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (807-SERIES) * * INDUSTRIAL AREA - S.D. LINE N-4 * * FILE: G:\ACCTS\971004\AES807.OUT T.L.G. **REFER TO EXHIBIT "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES807.DAT TIME/DATE OF STUDY: 13:51 10/29/2001 **************************************************************************** * * 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) 1804.00- 1-50 356.46 0.81* 519.87 FRICTION 1004.20- 1.42*Dc 353.46 1.42*Dc 353.46 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 2 5 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1804.00 FLOWLINE ELEVATION = 369.50 PIPE FLOW = 15.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 371.000 FEET NODE 1804.00 : HGL = < 370.307>;EGL= < 374.432>;FLOWLINE= < 369.500> ****************************************************************************** FLOW PROCESS FROM NODE 1804.00 TO NODE 1804.20 IS CODE = 1 UPSTREAM NODE 1804.20 ELEVATION = 373.19 (FLOW IS SUPERCRITICAL) fl tf CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.80 CFS PIPE PIPE LENGTH = 30.74 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 Ml NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = 1. 42 tf UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT] 1 = 1.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 333 971004-5 UNTVERSTTY COMMONS BROOKHELD HOMES •-mm DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.421 9.122 2.714 353.46 -MB 0 . 030 1.392 9.235 2 .717 353.78 0.117 1.363 9.366 2.726 354.71 -0.262 1.334 9.515 2.740 356.23 0. 467 1.304 9.682 2.761 358.32 0.736 ,1.275 9.866 2 .787 361.01 1.075 1.246 10.067 2.821 364.30 1. 490 1.217 10.287 2.861 368.22 1. 990 1.187 10.527 2.909 372.79 2.588 1.158 10.787 2. 966 378.05 3.297 1.129 11.069 3.033 384.05 fl 4 .134 1.100 11.374 3.110 390.83 tf 5. 122 1.071 11.704 3.199 398.45 6.287 1.041 12.062 3.302 406.97 7. 665 1.012 12.449 3,420 416.47 9.302 0. 983 12.868 3.556 427.04 tf 11.258 0.954 13.323 3.712 438.77 13.619 0.925 13.817 3.891 451.78 -M 16.500 0. 895 14.354 4 .097 466.19 20.077 0.866 14.939 4 .334 482.16 .fl 24.620 0.837 15.579 4 . 608 499.85 30.585 0. 808 16.279 4 .925 519.48 30.740 0.807 16.293 4 .932 519.87 NODE 1804.20 : HGL = < 374 . 611>;EGL= < 375. 904>; FLOWLINE= < 373.190 ****************************************************************************** UPSTRE7U4 PIPE FLOW CONTROL DATA: NODE NUMBER = 1804.20 FLOWLINE ELEVATION = 373.19 ASSUMED UPSTREAM CONTROL HGL = 374.61 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS fl 334 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (808-SERIES) * * INDUSTRIAL AREA - S.D. RUNNING UNDER SDG&E ACCESS RD. * * FILE: G;\ACCTS\971004\AES808.OUT **REFER TO EXHIBIT «X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES808.DAT TIME/DATE OF STUDY: 10:23 01/15/2002 **************************"**************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH( FT) MOMENTUM(POUNDS) 701.00- 1.50* 173.51 1.08 158.4 4 FRICTION 702.00- 1.17*Dc 157.25 1.17*Dc 157.25 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 701.00 FLOWLINE ELEVATION = 394.20 PIPE FLOW = 9.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 395.700 FEET NODE 701.00 : HGL = < 395 . 700>; EGL= < 396.112>; FLOWLINE= < 394.200> ****************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 1 UPSTREAM NODE 702.00 ELEVATION = 394.70 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH =• 50.30 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 1-08 CRITICAL DEPTH (FT)^^= 1^17 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 335 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS .~, 0.000 1.500 5.148 1.912 173.51 4 .388 1.487 5.155 1.900 172.17 m 7.999 1.473 5.169 1.888 170.94 11.247 1.460 5.186 1.878 169.79 14.242 1.447 5.207 1,868 168.69 17 .044 1.433 5.230 1.858 167.66 tmi 19.689 1. 420 5.256 1,849 166.67 22.200 1.407 5.285 1.841 165.74 mt 24.592 1.393 5 .315 1.832 164.85 26.879 1.380 5.348 1.824 164.02 fl 29.068 1.367 5 . 384 1.817 163.23 31.165 1.353 5 .421 1.810 162.48 33.174 1.340 5. 460 1.803 161.79 •mm 35.096 1.327 5 . 502 1.7 97 161.14 36.931 1.313 5.545 1.791 160.54 38.679 1.300 5, 591 1.786 159.99 40.337 1.287 5. 639 1.781 159.48 faHl 41.899 1.273 5. 689 1.776 159.02 43.359 1.260 5.741 1.772 158.62 44.708 1.247 5.795 1.768 158.26 45.932 1.233 5. 851 1.765 157.96 47 .016 1.220 5. 910 1.763 157.71 47. 935 1.207 5. 971 1.761 157.51 48.658 1.193 6. 035 1.759 157.36 49.143 1.180 6.100 1.758 157.28 mm 49.323 1. 167 6.169 1.758 157.25 50.300 1.167 6.169 1.758 157.25 NODE 702.00 : . HGL = < 395. 867>;EGL= < 396. 458>;FLOWLINE= < 394.700> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 702.00 FLOWLINE ELEVATION = 394.70 ASSUMED UPSTREAM CONTROL HGL = 395.87 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 336 971004-5 UNIVERSITY COMMON BROOKFIELD HOMH ^ APPENDIX G RM ^ Inlet, Rip-rap and Brow Ditch Sizing for Northem & Industrial Areas ^ (Refer to Exhibit "X") p H Hi pi IP IH 337 971004-5 UNTVERSITY COMMONS BROOKHELD HOMES fl **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by; O'DAY CONSULTANTS INC. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008-7317 (Tel) 7 60-931-7 700 (Fax) 7 60-931-8 680 TIME/DATE OF STUDY: 07:54 10/16/2001 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (NORTH SIDE) * * NODE #311 * * TYPE 'B-l' CURB INLET L=12.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INF0RMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 2.40 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 11.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.2 »»CALCULATED ESTIMATED INTERCEPT ION (CFS) = 2.4 NOTE: Street Slope = 6.0% »>> Appendix X-D »» Depth = 0.23' 338 fl 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS * * NODE #210 * * TYPE •B-2' CURB INLET L=9.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW (CFS) = 14.30 BASIN OPENING(FEET) - 0.50 DEPTH OF WATER (FEET) = 0.83 >>»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 7.69 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (NORTH SIDE) * * NODE #207.3 & #207.1 * * TYPE 'B-l' CURB INLET L=15.0' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 3.20 GUTTER FLOWDEPTH (FEET) = 0.25 BASIN LOCAL. DEPRESSION (FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 13.71 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.7 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 3,2 NOTE: Street Slope - 6.21 >>» Appendix X-D »» Depth = 0.25' 339 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (NORTH SIDE) * * NODE #408.1 * TYPE 'B-l* CURB INLET L=20.0' **REFER TO EXHIBIT «X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of *• Public Roads nomograph plots for flowby basins and sump basins fl STREETFLOW (CFS) = 5.30 GUTTER FLOWDEPTH (FEET) = 0.26 BASIN LOCAL DEPRESSION (FEET) = 0.33 * FLOWBY BASIN WIDTH(FEET) = 19.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.8 »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 4.8 fl NOTE: Street Slope = 10% »» Appendix X-D »» Depth = 0.26' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS * ^ * NODE #211 * TYPE 'B-2' CURB INLET L=5.0' **REFER TO EXHIBIT "X"** * ************************************************************************** m ^ **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 5.70 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER (FEET) = 0.8 3 fl fl »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 3.07 340 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (INDUSTRIAL) * * ?YPE 'B-l' CURB INLET L=18' **REFER TO EXHIBIT "X"** * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« m Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins mm m STREETFLOW(CFS) = 6.40 GUTTER FLOWDEPTH(FEET) = 0.31 mm BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 18.00 tf »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.9 m» »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 5.6 mm NOTE: Street Slope = 5% »» Appendix X-D »» Depth = 0.31' ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIV. COMMONS (INDUSTRIAL) * * NODE #1802 * * TYPE 'B-l' CURB INLET L=13' **REFER TO EXHIBIT "X"** ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 2.40 GUTTER FLOWDEPTH(FEET) = 0.22 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 11.77 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11. »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 2.4 NOTE: Street Slope = 5% »» Appendix X-D >>» Depth - 0,22' 341 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR INDUSTRIAL AREA (2.1 ACRE LOTS) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct. , Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 30.00 in.) * fl Water * ( 12.92 in.) ( 1.077 ft.) V Circular Channel Section • Flowrate 15.800 CFS Velocity 7.813 fps fl Pipe Diameter 30.000 inches Depth of Flow 12.919 inches Depth of Flow 1.077 feet Critical Depth 1.340 feet Depth/Diameter (D/d) 0.431 Slope of Pipe 1.000 % X-Sectional Area 2.022 sq. ft Wetted Perimeter 3.579 feet AR^ (2/3) 1.382 Mannings 'n' 0.013 Min. Fric. Slope, 30 inch Pipe Flowing Full 0.148 % 342 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES BROW DITCH FOR INDUSTRIAL AREA (NODE #902) - **REFER TO EXHIBT "X"** ***•***********************************************************************.**** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) tf ,AAAAAAAAAAAAA/\A Water * { 5.85 in. ( 0.488 ft. * V Circular Channel Section Flowrate 9.100 CFS Velocity 15.335 fps Pipe Diameter 24.000 inches Depth of Flow 5.855 inches Depth of Flow 0. 488 feet Critical Depth 1.073 feet Depth/Diameter (D/d) 0.244 Slope of Pipe 9.500 % X-Sectional Area 0. 593 sq. ft Wetted Perimeter 2.066 feet AR"(2/3) 0.258 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.162 % 343 971004-5 UNIVERSmf COMMONS BROOKFIELD HOMES BROW DITCH FOR N. BROOKFIELD (NODE #107) - **REFER TO EXHIBT "X"** ****************************************************************************** O'Day Consultants, Inc. 5900 Pasteur Ct., Suite 100 Carlsbad, CA 92008 (Tel) 760-931-7700 (Fax) 760-931-8680 * * * ****************************************************************************** Inside Diameter ( 24.00 in.) Water ( 11.29 in.) ( 0.941 ft.) * v_ Circular Channel Section Flowrate 14.400 CFS Velocity 9.916 fps Pipe Diameter 24.000 inches Depth of Flow 11.289 inches Depth of Flow 0.941 feet Critical Depth 1.366 feet Depth/Diameter (D/d) 0.470 Slope of Pipe 2.000 % X-Sectional Area 1.452 sq. ft Wetted Perimeter 3.023 feet AR-^ (2/3) 0.891 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0. 405 % 344 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR N. BROOKFIELD (NODE #203) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) AAAAAAAAAAAAAAAAAAAA: Water ( 7.54 in.) ( 0.628 ft.) Circular Channel Section tf Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) Slope of Pipe X-Sectional Area Wetted Perimeter AR'^ (2/3) , Mannings ' n ' , Min. Fric. Slope, 2 4 inch Pipe Flowing Full ... . . 16. 400 CFS 19, 429 fps 24. 000 inches 7. 536 inches 0. 628 feet 1. 463 feet 0. 314 11. 500 % 0. 844 sq. ft 2. 379 feet 0. 423 0. 013 0. 526 % 345 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES BROW DITCH FOR N. BROOKFIELD (NODE #311) - **REFER TO EXHIBT "X"** ****************************************************************************** * O'Day Consultants, Inc. * * 5900 Pasteur Ct., Suite 100 * * Carlsbad, CA 92008 * * (Tel) 760-931-7700 (Fax) 760-931-8680 * ****************************************************************************** Inside Diameter ( 24.00 in.) Water * ( 9.24 in, ( 0.770 ft, * v_ Circular Channel Section Flowrate 17.600 CFS Velocity 15.782 fps Pipe Diameter 24.000 inches Depth of Flow 9.241 inches Depth of Flow 0.770 feet Critical Depth 1.515 feet Depth/Diameter (D/d) 0.385 Slope of Pipe 6. 130 % X-Sectional Area 1.115 sq. ft Wetted Perimeter 2.678 feet AR'^(2/3) 0.622 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.605 % 346 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR N. BROOKFIELD (NODE #400) - **REFER TO EXHIBT "X"** ****************************************************************************** O'Day Consultants, Inc. 5900 Pasteur Ct., Suite 100 Carlsbad, CA 92008 (Tel) 760-931-7700 (Fax) 760-931-8680 * * * ****************************************************************************** Inside Diameter ( 24.00 in.) AAAAAAAAAAAAAAAAAAJ * Water ( 6.63 in.) ( 0.553 ft.) tf * v_ Circular Channel Section Flowrate 15.800 CFS Velocity 22.342 fps Pipe Diameter 24.000 inches Depth of Flow 6.634 inches Depth of Flow 0,553 feet Critical Depth 1.438 feet Depth/Diameter (D/d) 0.276 Slope of Pipe 17.500 % X-Sectional Area 0.707 sq. ft Wetted Perimeter 2.214 feet AR"(2/3) 0.330 Mannings 'n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0. 488 % 347 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES BROW DITCH FOR N. BROOKFIELD (NODE #407.2) - **REFER TO EXHIBT "X"** ****************************************************************************** * * * * ****************************************************************************** O'Day Consultants, Inc. 5900 Pasteur Ct., Suite 100 Carlsbad, CA 92008 (Tel) 760-931-7700 (Fax) 760-931-8680 Inside Diameter ( 24.00 in.) LAA/\AAAAAAAAAAAAAAA Water * ( 3.87 in.) ( 0.323 ft.) fl * v_ Circular Channel Section Flowrate 4.000 CFS Velocity 12.177 fps Pipe Diameter 24.000 inches Depth of Flow 3.870 inches Depth of Flow 0.323 feet Critical Depth 0.698 feet Depth/Diameter (D/d) 0. 161 Slope of Pipe 9.800 % X-Sectional Area 0.328 sq. ft Wetted Perimeter 1.653 feet AR'^ (2/3) 0. 112 Mannings ' n' 0.013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.031 % 348 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES RIP-RAP SIZING - NORTHERN AND INDUSTRIAL AREAS Rip-Rap was sized using Table 200-1.7 in the ''GREENBOOK" STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION 1997 EDITION, and Figure 7.45 in the EROSION AND SEDIMENT CONTROL HANDBOOK. The dimensions shown L x W are per San Diego Regional Standard Drawing D-40. Node numbers below refer to nodes on the hydraulic analysis Exhibit "X". Node #163.01 24" RCP Velocity = 12.5 ^s (outlet into Creek) TYPE 2 T = 2.7' ROCK CLASS = 1/4 TON FILTER BLANKET = 1.4' THICK 8" ~ VA'' AGGREGATE 8" ~ SAND Dimensions - lO'x 6' 24" RCP Velocity - 10.3 fps Type 2 T = 2.0' ROCK CLASS - LIGHT FILTER BLANKET = 1.0' THICK 12" ~!/2" AGGREGATE Dimensions = 10' x 6' Node #902 24" Brow Ditch Velocity - 15.3 fps TYPE 2 T = 4.3' (outlet into Creek) ROCK CLASS = 1 TON FILTER BLANKET = 2.2' THICK 1.2' ~ 11/2" AGGREGATE 1.2' ~ SAND Dimensions = lO'x 6' 349 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES E. Hydrology/Hydraulic Calculations For Temporary Facilities Temporary storm drains were provided in some cases because Phase 1 grading does not allow for ultimate facilities. These facilities were sized for the 100-year storm event in accordance with City of San Marcos requirement. 350 971004-5 UNIVERSITY COMMO^ BROOKFIELD MOMI APPENDIX H Proposed Conditions- 100-yr hydrology- Temporary/Inlet Drainage Areas (Refer to Exhibit "X") Ml m m 351 m 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/02/01 DRAINAGE STUDY FOR SOUTH BROOKFIELD - PHASE 1 (TEMPORARY BASIN NODE #167 971004 - UNIVERSITY COMMONS (100-YR PROPOSED CONDITIONS) JANUARY 1, 2001 - T.G. FILE: G:\ACCTS\971004\TEMPA.OUT **REFER TO EXHIBIT X** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 163.000 to Point/Station 163.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MULTI - UNITS area type ] Rainfall intensity (I) = 3.652 for a 100.0 year storm User specified values are as follows: TC = 16,55 min. Rain intensity = 3.65(In/Hr) Total area = 38.30(Ac.) Total runoff = 75,76(CFS) ++++^_+4.+ + + + + +++ + + ^- ++++ + + + ^- + + + + ^-^-^-^- + ^-+++ + + +++ + +++++ + + + + + + + ++++ Process from Point/Station 163.000 to Point/Station 163.800 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 384.90(Ft. Downstream point/station elevation = 378.80(Ft.) Pipe length = I20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.762(CFS Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 75.762(CFS) Normal flow depth in pipe = 20,67(In.) Flow top width inside pipe = 27.77 (In.) Critical depth could not be calculated. Pipe flow velocity = 21.02(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 16.65 min. 352 tf 971004-5 UNIVERSTTY COMMONS BROOKHELD HOMES Process from Point/Station 163.800 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 163.800 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.300(Ac.) Runoff from this stream = 75.762(CFS) Time of concentration = 16.65 min. Rainfall intensity = 3.639(In/Hr) Process from Point/Station 168.000 to Point/Station **** INITIAL AREA EVALUATION **** 167.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RUEIAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 570.00(Ft.) Highest elevation = 430.00(Ft.) Lowest elevation = 400.00(Ft.) Elevation difference = 30.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 16.06 min. TC = [1,8*(1.1-C)*distance^.5)/(% slope^(l/3)] TC = [1.8*(1.1-0.4500)*(570.00^.5)/( 5.26^(1/3)1= 16.06 Rainfall intensity (I) = 3.724 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 7.206(CFS) Total initial stream area = 4.300(Ac.) Process from Point/Station 167.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 163.800 Upstream point/station elevation = 400.00(Ft.) Downstream point/station elevation = 378.80(Ft.) Pipe length = 100.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 7.206(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 7.206(CFS) Normal flow depth in pipe = 6.97(In.) Flow top width inside pipe = 7.52(In.) Critical depth could not be calculated. Pipe flow velocity = 19.61(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.14 min. Process from Point/Station 163.800 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 163,800 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.300(Ac.) Runoff from this stream = 7.206(CFS) 353 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES Time of concentration = 16.14 min. Rainfall intensity = 3.711(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 75.762 16.65 3.639 2 7.206 16.14 3.711 Qmax(1) = 1.000 * 1.000 * 75.762) + 0.980 * 1.000 * 7.206) + = 82.827 Qmax(2) = 1.000 * 0.970 * 75.762) + 1.000 * 1.000 * 7.206) + = 80.685 Total of 2 streams to confluence: Flow rates before confluence point: 75.762 7.206 Maximum flow rates at confluence using above data: 82.827 80.685 Area of streams before confluence: 38.300 4.300 Results of confluence: Total flow rate = 82.827(CFS) Time of concentration = 16.645 min. Effective stream area after confluence = 42. 600(Ac.) ++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 163.800 to Point/Station 163.010 **** PIPEFLOW TE^VEL TIME (Program estimated size) **** Upstream point/station elevation = 378.80(Ft.) *• Downstream point/station elevation = 374.00(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 fl No. of pipes = 1 Required pipe flow = 82.827(CFS) Nearest computed pipe diameter - 30.00(In.) * Calculated individual pipe flow = 82.827(CFS) Normal flow depth in pipe = 22.71(In.) Flow top width inside pipe = 25.73(In.) Critical depth could not be calculated, * Pipe flow velocity = 20.78(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.73 min. ^ End of computations, total study area = 42.60 (Ac. 354 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (403-SERIES) * * SOUTH BROOKFIELD - TEMP. S.D. IN MULTI. FAMILY AREA * * FILE: G:\ACCTS\971004\AES403.OUT **RefGr to Exhibit "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES403.DAT TIME/DATE OF STUDY: 14:04 08/16/2001 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 163.01- MODEL PROCESS PRESSURE HEAD(FT) 2.00* PRESSURE+ MOMENTUM(POUNDS) 4425.05 FLOW DEPTH(FT) 2.00 PRESSURE+ MOMENTUM(POUNDS) 4424 . 88 mm 163.90- FRICTION 12. 95* 6572.12 2.00 Dc 4424.88 •<•• 163.80- JUNCTION 16.61* 6603.98 1.53 4431.43 MM 163.00- FRICTION 12.55* 5808.76 2.00 Dc 3739.98 mm m 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 163.01 FLOWLINE ELEVATION = 365.00 PIPE FLOW = 82.80 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 367.000 FEET NODE 163.01 : HGL = < 367 . 000>; EGL= < 377 . 7 8 6>; FLOWLINE= < 365 .OOO ****************************************************************************** FLOW PROCESS FROM NODE 163.01 TO NODE 163.90 IS CODE = 1 UPSTREAM NODE 163.90 ELEVATION = 366.79 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 82.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 95.12 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 82.80)/{ 226.224))**2 = 0,13396 HF=L*3F - ( 95.12)*(0.13396) = 12.742 355 tf m 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES NODE 163.90 : HGL = < 379.742>;EGL= < 390.529>;FLOWLINE= < 366.790> ****************************************************************************** FLOW PROCESS FROM NODE 163.90 TO NODE 163.80 IS CODE = 5 UPSTREAM NODE 163.80 ELEVATION = 367.12 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) ( DEGREES ) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 75.80 24 .00 0. 00 367.12 2.00 24.128 DOWNSTREAM 82.80 24 .00 -366.79 2.00 26.356 LATERAL #1 7.00 18.00 90.00 367.09 1.02 3. 961 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 = 0.11226 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.13396 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.12311 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.4 92 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.747)+( 0.492)+( 0.000) = 2.239 NODE 163.80 : HGL = < 383.728>;EGL= < 392.768>;FLOWLINE= < 367.120> ****************************************************************************** FLOW PROCESS FROM NODE 163.80 TO NODE 163.00 IS CODE = 1 UPSTREAM NODE 163.00 ELEVATION = 384.55 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 75.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 119.12 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 75.80)/( 226.224))**2 = 0.11227 HF=L*SF = ( 119.12)*(0.11227) = 13.373 NODE 163.00 : HGL = < 397.102>;EGL= < 406.141>;FLOWLINE= < 384.550> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 163.00 FLOWLINE ELEVATION = 384.55 ASSUMED UPSTRET^M CONTROL HGL = 386.55 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 356 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (404-SERIES) * * SOUTH BROOKFIELD - TEMP. S.D. LATERAL DRAINING TEMP. BASIN A * * FILE: G:\ACCTS\971004\AES404.OUT T.L.G. **Rafer to Exhibit "X"** * ************************************************************************** FILE NAME: G:\ACCTS\971004\AES404.DAT TIME/DATE OF STUDY: 12:08 01/14/2002 ****************************************************************************** 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 ) 163.90- 1.50 96.14 0.29* 100.96 FRICTION 157.00- 0.71*Dc 44.24 0.71*Dc 44.24 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 LACFCD WSPG COMPUTER PROGRAM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 163,90 FLOWLINE ELEVATION = 367.09 PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 368.590 FEET NODE 163.90 : HGL = < 367.380>;EGL= < 370, 701>;FLOWLINE^ < 367.090> ****************************************************************************** FLOW PROCESS FROM NODE 163.90 TO NODE 167.00 IS CODE = 1 UPSTREAM NODE 167.00 ELEVATION = 393.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.50 CFS PIPE PIPE LENGTH = 127.84 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) 0.28 CRITICAL DEPTH(FT) = 0.71 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT; ) = 0.71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 357 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES DISTANCE FROM CONTROL(FT) 0.000 0.004 0.018 0.043 0.079 0.130 0.197 0.283 0.391 0.524 0.688 0.888 1.132 1.427 1.788 2.228 2.770 3.441 4.283 5.358 6.7 60 8 . 651 11.336 15.501 23.356 127.840 NODE FLOW DEPTH (FT) 0.714 0. 696 0.679 0.661 0. 644 0. 626 0. 609 0.591 0.574 0. 556 0.539 0.521 0.504 0.486 0.469 0.451 0.434 0.416 0. 399 0. 381 0.364 0.346 0.329 0. 311 0.294 0.290 VELOCITY (FT/SEC) 4 .220 4 4 4 4 5 5 5 5 5 6 358 504 661 829 008 200 407 629 870 130 6.411 6.718 7.052 7.418 7.819 8.261 8.750 9.292 9.898 10.576 11.341 12.209 13.199 14.338 14.621 SPECIFIC ENERGY(FT) 0. 990 0. 991 0. 994 0. 999 1.006 1. 016 1.029 1.045 1. 066 1. 091 1.122 1.160 1.205 1.259 .324 .401 1. 494 1. 606 1.740 1.903 2.102 345 645 018 488 611 PRESSURE+ MOMENTUM(POUNDS) 44.24 44.28 44.42 44 .65 44 . 98 45.42 45. 97 46. 65 47.47 48.44 49.56 50. 86 52.36 54.07 56.03 58.25 60.77 63.64 66.89 70.60 74 .83 79. 67 85 .23 91.65 99.10 100.96 167.00 : HGL = < 393.714>;EGL= < 393. 990>;FLOWLINE= < 393.000> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 167.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 393.00 393.71 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 358 971004-5 UNTVERSTTY COMMONS BROOKFIELD HOMES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants Inc. 5900 Pasteur Ct. Suite 100 ** Carlsbad, CA. 92008 Tel. (760) 931-7700 Fax. (760) 931-8680 ^ ************************** DESCRIPTION OF STUDY ************************** * 971004 - UNIVERSITY COMMONS (406-SERIES) * ^ * SOUTH BROOKFIELD - TEMPOEIARY S.D. ALONG DETOUR ROAD * * FILE: G:\ACCTS\971004\AES406.OUT T.L.G. **Refer to Exhibit «X"** * ^ ************************************************************************** ^ FILE NAME: G:\ACCTS\971004\AES4 06.DAT TIME/DATE OF STUDY: 14:31 01/14/2002 mm ********************************* *"* ******************************************* ^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE «» (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN w NODE MODEL PRESSURE PRESSURE-t- FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) * 170.00- 1.50* 107.97 0.74 68.29 FRICTION "I 170.10- 1.19* 80.36 0.84 Dc 66.74 JUNCTION *• 170.20- 1.26* 74.91 0.53 57.45 FRICTION HYDRAULIC JUMP « 170.30- 0.99 55.91 0.42* 72.98 JUNCTION 170.4 0- 1.07 51.23 0.23* 90.49 FRICTION 170.50- 0.64*Dc 33.17 0.64*Dc 33.17 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 LACFCD WSPG COMPUTER PROGE^AM. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: M NODE NUMBER = 170.00 FLOWLINE ELEVATION = 362.50 PIPE FLOW = 4.80 CFS PIPE DIAMETER = 18,00 INCHES « ASSUMED DOWNSTREAM CONTROL HGL = 364.000 FEET *• NODE 170.00 : HGL = < 364.000>;EGL= < 364.115>;FLOWLINE= < 362.500> •mi ****************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.10 IS CODE = 1 UPSTREAM NODE 170.10 ELEVATION = 362.84 (FLOW SEALS IN REACH) ^ CALCULATE FRICTION LOSSES(LACFCD): 359 tf 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES PIPE FLOW 4.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 38.7 6 FEET MANNING'S N = 0 .01300 NORMAL DEPTH(FT) 0.74 CRITICAL DEPTH(FT ) = 0.84 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.500 2.715 1.615 107.97 3.732 1.474 2.726 1.589 105.17 7.293 1.447 2.746 1.564 102.47 10.761 1.421 2.771 1.540 99. 85 •mt 14.158 1. 395 2.802 1.517 97 .31 17.496 1.368 2.837 1.493 94 .84 20.782 1.342 2.877 1.471 92.45 24.019 1.316 2.921 1.448 90.14 m 27.212 1.289 2.969 1.426 87.91 30.359 1.263 3.022 1.405 85.77 33.460 1.237 3.079 1.384 83.72 36.515 1.210 3.140 1.364 81.76 38.760 1.191 3.189 1.349 80.36 NODE 170.10 : HGL = < 364. 031>;EGL= < 364.189>;FLOWLINE= < 362.840> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 170.20 170.10 TO NODE ELEVATION = 170.20 IS CODE = 5 362.94 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE m (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 3.80 18.00 0.00 362.94 tf DOWNSTREAM 4 .80 18.00 -362.84 LATERAL #1 0.00 0.00 0.00 0. 00 mi LATERAL #2 0.00 0.00 0. 00 0.00 tf Q5 1.00= ==Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.; 0.75 0.84 0.00 0.00 VELOCITY (FT/SEC) 2.400 3. 190 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00126 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00222 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00174 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.005 FEET ENTRANCE LOSSES = 0.032 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.063)+( 0.005)+( 0.032) = 0.099 NODE 170.20 : HGL = < 364.199>;EGL= < 364.288>;FLOWLINE= < 362.940> ******************** ********************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 170.30 170.20 TO NODE ELEVATION = 170.30 IS CODE = 1 363.20 (HYDRAULIC JUMP OCCURS CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.45 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 360 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ••1 NORMAL DEPTH(FT) 0. 64 CRITICAL DEPTH(FT) 0.75 ••1 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.42 ••1 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) " 0.000 0.422 9.306 1.768 72. 98 1.999 0.431 9.045 1.702 71.28 4.023 0.440 8 . 797 1.642 69. 69 6.074 0.448 8 .561 1.587 68.19 8.155 0.457 8.336 1.537 66.77 10.269 0.466 8 .122 1. 491 65.44 mt 12.420 0.474 7. 917 1.448 64 .19 M 14.611 0. 483 7.722 1.410 63.02 16.848 0.492 7.535 1.374 61.91 19.135 0.501 7 .356 1. 341 60.87 mm 21.481 0.509 7 .184 1.311 59.89 tit 23.892 0.518 7.020 1.284 58. 97 26.380 0.527 6.863 1.258 58.10 mi 28 .450 0.534 6.741 1.240 57.45 mm •mm HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS mm •mm DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT ) = 1.26 mm •mm GRADUALLY VARIED 1 FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) m 0.000 1.259 2. 399 1.348 74 . 91 2,275 1.238 2.434 1.330 73.16 mm 4,535 1.218 2 .472 1 .313 71. 45 6.777 1.197 2.512 1.295 69.79 tti 9.003 1.177 2. 554 1.278 68.18 11.210 1.156 2.599 1.261 66.62 mm 13.397 1.136 2 . 647 1.244 65.11 15 . 563 1.115 2. 697 1.228 63. 65 tf 17.707 1,094 2.750 1.212 62.25 19.825 1.074 2.806 1.196 60. 91 mt, 21.916 1. 053 2.865 1.181 59.63 23.976 1.033 2 . 928 1.166 58 .41 mm 26.002 1.012 2 . 994 1.152 57 .25 27.989 0. 992 3.064 1.138 56.16 mm 28 .450 0. 987 3.081 1.134 55.91 tf PRESSURE+MOMENTUM CHU Kjc n J. LjJAjiuiJiv- uuiJi- i-im i ..^ J. ^ BALANCE OCCURS AT 15.32 FEET UPSTREAM OF NODE 170.20 MI DOWNSTREAM DEPTH = 1.117 FEET, UPSTREAM CONJUGATE DEPTH = 0.47 / FEET tf NODE 170.30 : HGL = < 363. . 622>;EGL= < 364.968>;FLOWLINE= < 363.200> ****************************************************************************** FLOW PROCESS FROM NODE 170.30 TO NODE 170.40 IS CODE = 5 UPSTREAM NODE 170.40 ELEVATTON = 363.30 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 2.80 18.00 0,00 363.30 0.64 16.496 DOWNSTREAM 3.80 18.00 - 363.20 0.75 9.309 361 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES LATERAL #1 LATERAL #2 Q5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00===Q5 EQUALS BASIN INPUT=== 0.00 0.00 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.28333 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04367 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.16350 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.491 FEET ENTRANCE LOSSES = 0.269 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.026)+( 0.491)+( 0.269) = 2.786 NODE 170.40 : HGL = < 363.528>;EGL= < 367.754>;FLOWLINE= < 363.300> *************************************************************************** FLOW PROCESS FROM NODE 170.40 TO NODE 170.50 IS CODE = 1 UPSTREAM NODE 170.50 ELEVATION = 386.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 60.91 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.21 '^^^^i^™^??!^!!!!!!.! UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.64 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0. 64 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS tf 0. 000 0. 635 3.931 0.875 33 .17 0.002 0.618 4 .074 0.876 33 . 21 mm 0.010 0. 601 4.227 0.879 33.33 0.024 0.585 4 .391 0.884 33.54 tf 0.045 0.568 4.567 0.892 33.84 0.074 0. 551 4.757 0. 902 34 . 24 m 0 . 113 0.534 4.962 . 0.917 34 .74 0.163 0.517 5.184 0.935 35 . 37 « 0.226 0.500 5.425 0. 957 36.12 0.305 0.483 5. 686 0.986 37 .01 mm 0. 402 0.467 5. 972 1.021 38 .05 0 . 522 0.450 6. 284 1.063 39.26 m 0. 670 0.433 6. 627 1.115 40. 67 0. 850 0.416 7.005 1.178 42 .29 mi 1.073 0.399 7.423 1.255 44 .15 mm 1.348 0.382 7. 887 1. 349 46.28 •^m 1. 690 0. 365 8. 405 1.463 48.73 2 .120 0.349 8 . 986 1. 603 51.55 2 . 666 0. 332 9. 642 1.776 54 .79 tf 3. 373 0.315 10.386 1. 991 58 . 53 4 .310 0.298 11.236 2.260 62 .88 mt 5. 594 0.281 12.215 2. 599 67 .94 7.449 0.264 13.352 3.034 73. 88 mm 10.377 0.247 14.684 3.598 80.90 16.004 0,230 16.263 4 . 340 89.28 •m 60. 910 0.228 16.491 4 .454 90 .49 m NODE 170.50 ; : HGL - < 386. 635>;EGL= < 386. 875>;FLOWLINE= < 386.000> mm ************************************************ ************************** 362 971004-5 UNTVERSTFY COMMONS BROOKFIELD HOMES UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 170.50 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 38 6.00 386.64 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Ilf tf 363 tf tf 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/13/01 971004 - UNIVERSITY COMMONS (SOUTH BROOKFIELD) USED FOR INLET SIZING 0 NODE 208.2 AUGUST 13, 2001 - T.G. FILE: G:\ACCTS\971004\AES201.OUT **Refer to Exhibit "X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map' data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 208.200 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.800 given for subarea Initial subarea flow distance = 475.00(Ft.) Highest elevation = 436.00(Ft.) Lowest elevation = 422.00(Ft.) Elevation difference = 14.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.21 min. TC = [1. 8* (1.1-C) *distance'-, 5) / (% slope''(1/3) ] TC = [1.8* (1.1-0.8000) * (475. 00'^.5) / ( 2 . 95'^ (1/3) ] = 8.21 Rainfall intensity (I) = 5.741 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 9.645(CFS) Total initial stream area = 2.100(Ac.) End of computations, total study area = 2.10 (Ac.) 364 •m m 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/13/01 971004 - UNIVERSITY COMMONS (SOUTH BROOKFIELD) USED FOR INLET SIZING @ NODE 164 AUGUST 13, 2001 - T.G. FILE: G:\ACCTS\971004\AES400.OUT **Refer to Exhibit "X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 163.000 to Point/Station 164.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.900 given for subarea Initial subarea flow distance = 260.00(Ft.) Highest elevation = 399.00(Ft.) Lowest elevation == 395.00 (Ft.) Elevation difference = 4.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.03 min. TC = [1.8*(1.1-C)*distance^.5)/(% slope^(l/3)] TC = [1.8* (1 . 1-0. 9000) * (260.00".5) / ( 1. 54(1 /3) ] = 5.03 Rainfall intensity (I) = 7.875 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 4,962(CFS) Total initial stream area - 0.700(Ac.) End of computations, total study area = 0,70 (Ac.) 365 tf 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/13/01 971004 - UNIVERSITY COMMONS (SOUTH BROOKFIELD) USED FOR INLET SIZING @ NODE 164.2 AUGUST 13, 2001 - T.G. FILE: G:\ACCTS\971004\AES401.OUT **Refer to Exhibit "X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 164.200 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.900 given for subarea Initial subarea flow distance = 590.00(Ft.) Highest elevation = 424.00(Ft.) Lowest elevation = 398.00(Ft.) Elevation difference = 26.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.33 min. TC = [1.8*(1.1-C)*distance".5)/(% slope^(l/3)] TC = [1.8*(1.1-0.9000)*(590.00" . 5)/( 4.41"(l/3)]= 5.33 Rainfall intensity (I) = 7.582 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 6.141(CFS) Total initial stream area = 0.900(Ac.) End of computations, total study area = 0.90 (Ac.) 366 tf m 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/10/01 971004 - UNIVERSITY COMMONS (SOUTH BROOKFIELD) USED TO SIZE INLETS @ NODES 216.7 216.5 AUGUST 10, 2001 - T.G. FILE: G:\ACCTS\971004\AES207.OUT **Refer to Exhibit «X"** ********* Hydrology Study Control Inforraation ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method + 4. + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + + + + + + + + + +++ + + + + + + + +++ + + -I-+ + + Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.800 given for subarea Initial subarea flow distance = 880.00(Ft.) Highest elevation = 416.00(Ft.) Lowest elevation = 390.00(Ft.) Elevation difference = 26.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.16 min. TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(1 - 1-0. 8000)* (880.00" .5)/( 2.95"(l/3)]= 11.16 Rainfall intensity (I) = 4.708 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 13.936(CFS) Total initial stream area = 3.700(Ac.) End of computations, total study area = 3.70 (Ac.) 367 mt m 971004-5 UNTVERSTTY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 08/10/01 971004 - UNIVERSITY COMMONS (SOUTH BROOKFIELD) USED TO SIZE INLET @ NODE 214.4 AUGUST 10, 2001 - T.G. FILE: G:\ACCTS\971004\AES203.OUT **Refer to Exhibit «X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method 4.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.200 to Point/Station 214.400 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.800 given for subarea Initial subarea flow distance = 435.00{Ft.) Highest elevation = 422.00(Ft.) Lowest elevation = 416.50(Ft.) Elevation difference = 5.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.42 min. TC = [1.8*(1.1~C)*distance".5)/(% slope"{l/3)] TC = [1.8*(1.1-0.8000)*(435.00".5)/( 1.26"(l/3)]= 10.42 Rainfall intensity (I) = 4.924 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 8.666(CFS) Total initial stream area = 2.200(Ac.) End of computations, total study area = 2.20 (Ac.) 368 m tf tf M 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Controi Division 1985 hydrology manual Rational Hydrology Study Date: 08/15/01 971004 - UNIVERSITY COMMONS (100-YR PROPOSED CONDITIONS NORTHERLY PORTION; USED FOR INLET SIZING 0 NODE 406 AUGUST 15, 2001 - T.G. FILE: G:\ACCTS\971004\NB406.OUT **Ref6r to Exhibit »X"** ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 1406.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.700 given for subarea Initial subarea flow distance = 610.00(Ft.) Highest elevation = 462.00(Ft.) Lowest elevation = 414.00(Ft.) Elevation difference = 48.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.94 min. TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.7000)*(610.00".5)/( 7.87"(l/3)]= 8.94 Rainfall intensity (I) = 5.433 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.700 Subarea runoff = 5.325(CFS) Total initial stream area = 1.400(Ac.) End of computations, total study area = 1.40 (Ac.) 369 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES F. Desiiting/Detention/NPDES basin Hydrology/Hydraulics 370 971004-5 UNIVERSITY COMMON: BROOKFIELD HOMF: APPENDIX I NPDES and Post Construction Desiltation Basin Calculations PI m m 371 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES NPDES BASIN CALCULATIONS RAINFALL - 0.6" (85™ PERCENTILE, 24-HOUR RUNOFF EVENT) SOIL TYPE = D LAND USE = HIGH DEl^ITY RESIDENTIAL CURVE NUMBER (CN) = 90 (SEE EXHIBIT "R") AREA = 438.3 ACRES (ENTIRE SITE- INCLUDESIG SHELLEY PROPERTY) DIRECT RUNOFF FROM 0.6" RAINFALL = 0.10 (SEE EXHIBIT "S") VOLUME = 0.10"*(17I2")*438.3 ACRES*(43560 SF/1 ACRE) = 159,103 p 372 41 m m 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES POST CONSTRUCTION DESILTATION BASIN CALCULATIONS SURFACE AREA, AS THE PROPOSED DESILTATION BASIN AT THE END OF STORMDRAIN LINE "AES 200" WILL BE DESIGNED TODESILT THE RUNOFF FROM 296.8 ACRES (SEE EXHIBIT "V") FOR A 10-YEAR, 6-HOUR STORM. ACCORDING TO THE EROSION AND SEDIMENT CONTROL HANDBOOK, PAGE 4.5, SECTION 4.1d; AVERAGE FLOW fS IISKD TO CAT.CTIT.ATF. THF. ST JRFACF ARFA OF THF RASIN. «iM 1^ addinwut hamm a&d tn^ The rational fcsmula It ttSII a|ii^ied, azoqpt tbat an average precipitation intensity instead of the peak intensity is usecb Qavg tf C X X A Avmge pvttdpitatkm mteiiaitar ing » datarminMi by talkkm the total laixtiM i»r a spedfied tUnan return pmod amd duration (a^., 10-year, 64ir stona) aad #viding that total by the nuidbn of hours of duratimi: tottd B-hrratn —6 A 6-hr mmm d\a^km k SMuyMted Seteai^ haite ^Mfaad iM a 6-hr stcMna strike a W9mg&mkk^ em^^madm k^^mmm Mm^ mmm^a^ uudsillied durkv storm piida «itd bria« smrtniiM^ ova^sd ^i^Bg mt of 1^ rio^ FROM SECTION 8.2e, PAGES 8.16 AND 8.17, THE AUTHORS SUGGEST "DETERMINING THE SURFACE AREA BY THE AVERAGE RUNOFF OF A 10- YEAR, 6-HOUR STORM INSTEAD OF THE PEAK FLOW." APPENDIX II-A-4 FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL GIVES P - 2.0 (SEE EXHIBIT "I") 373 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES m m IAVE - P/6 = 2.0 INCHES/6 HOUR = 0.33 INCHES/HOUR THE SURFACE AREA FORMULA IS DESCUSSED IN SECTION 8.2a, PAGES 8.14 AND 8.15 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK A mmlM Am y and V.k the letaii^ velocity f<K that i^p^tteb. TABLE 8.1 BELOW, FROM THE EROSION AND SEDIMENT CONTROL HANDBOOK INDICATE SETTLNG VELOCITIES, Vs, FOR DIFFERENT PARTICLE SIZES TABLE 8.1 Surfkee Area KequiremeBti of Sftdimtnt Traps and Buuii ta Surface area requirem^ts, mm Settiing velocity. (m^permViec m a ft/see (m/iec) 0.19 (0.0&S) 6.3 (M mi 0.067 (ao^) 17.9 — 0.023 (0.007Q) 62.2 (171.0) 0.0QS2 (0,0019} 193.6 (636.0) 0.0009€ (0.00029) 1.260.0 (4401.0) m 0.00024 (0.0(»0?3) 0.00006 (0.000(n8) 5.000.0 (16,404.0) (M^7.^ mm 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES THE PROPOSED BASIN WILL BE DESIGNED TO TRAP A PARTICLE SIZE CLASSIFIED BY THE #200 SIEVE. THE PARTICLE SIZE IS 0.074 mm THE PARTICLE SETTLING VELOCITY CURVES, FOR A PARTICLE SIZE OF 0.074 AT 68 °F VS = 0.015 ft/s INTERPOLATING FROM TABLE 8.1 FROM THE PREVIOUS PAGE: PARTICLE SIZE, mm VS, ft/s 0.1 I 0.026 0.05 ] 0.074 I 0.05 0.023 I 0.0168 AX ^ X J 1 0.0062 0.026/0.05 = AX /0.0168 AX =(0.026*0.0168)/0.05 AX = 0.0087 375 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES X = 0.023 - AX = 0.023 - 0.0087 = 0.0143 USE A SETTLING VELOCITY, Vs. OF 0.0143 ft/s iM FROM THE HYDROLOGY STUDY PERFORMED ON THE ENTIRE SOUTH SIDE; USING THE 10-YEAR STORM EVENT, SCA = 205.92 C = 205.92/438.3 =0.4698 THE RUN-OFF COEFFICIENT FOR THIS PROJECT IS C = 0.47 FROM SECTION 4.1 d OF THE EROSION AND SEDIMENT CONTROL HAANDBOOK AS SEEN PREVIOUSLY. QAVE,10 = C*IAVE,10*A = 0.47*0.33*296.8 = 46.03 cfs AS SEEN OF THE PREVIOUS SECTION AS = 1.2*Q/VS WHERE Vs HAS BEEN DETERMINED TO BE 0.0143 ft/s FROM THE PREVIOUS SECTION AS - 1.2*46.03/0.0143 = 3863 ft^2 376 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES SOIL LOSS CHAPTER 5 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK DISCUSSES CALCULATING SOIL LOSS WITH THE UNIVERSAL SOIL LOSS EQUATION 5.aa The Equa^n Tb« fCBMal hum of tiM univmal aoil ^ Mpntte* IK >I-BXKXLSXCXP where A «• w»I km, tans^imcn) (year) R - rwbfidl erosion Index, in 100 ft • Uxa/mcn x in/hr K « Boit srodibUi^ factor, tiHu/aere pw unit of R LS « sbp* iMsgth ead •teepiMM &Mrtor, dLmexuuoni«M C - veartrtive wm &Mor, djmenwlmrtwi P M enekin cMtrai pnetiee fMtor, HtewniiniifcMe RAINFALL EROSION INDEX "R" IS BASED ON THE GEOGRAPHICAL LOCATION. m 6.12 Fig. 5.3 Distribution of storm types tn the wwstwB Unitedi States. (4) Type II etorraa ocear in Arizona, Colorado, Idsho, MmtAn*. Nevada. New Mexico, Ut*h, and Wy<wiing also. fOO 600 bQ(S 2r> Wntimmmi 9Wtawe»t Comfcrt»l Mim^«»fc 0 -• 2-veiir. fi-''^ rdi-i. T-r 377 971004-5 UNTVERSITY COMMONS BROOKFIELD HOMES 'nt»d}Rkraias m paidi hiteaitV are r^ected in tbe coefficients of the «t)u»- tim for the raiiMI flKrtar. Flfute U b ft gniMcri f^imen^ tions. The equations, aUo shown on the curve* for each individual storm type, are: fi-27p" typen fi»ie.55p" typel A-lOZp" lypelA "P" FOR THIS EQUATION IS THE PRECIPITATION FOR A 2-YEAR, 6-HOUR STORM EVENT. APPENDIX II-A-2 FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL GIVES P = 1.4 (SEE EXHIBIT "H") R = 16.55*P^2.2 = 16.55*1.4^^2.2 = 34.7 = 35 FROM THE SOILS REPORT, IT IS ASSUMED THE SITE CONSISTS OF 10% CLAY, 70% SAND AND 20% SILT PBacBNT CLAT S S PiRCENT SAND 378 971004-5 UNTVERSITY COMMONS BROOKFIELD HOMES SLOPE LENGTH AND STEEPNESS FACTOR "LS" IS CALCULATED USING TABLE 5.5 OF THE EROSION AN SEDIMENT CONTROL HANDBOOK, AND PERCENTAGES OF STREETS, SLOPES, AND PADS. (SEE BELOW) DRAINAGE AREA BREAKDOWN (SHELLEY PROPERTY EXCLUDED) AREA USE %AREA AVG. LENGTH GRADE LS STREET 9.7 300 FT. 2% 0.28 PAD 37.1 100 FT. 2% 0.20 SLOPE 53.2 60 FT. 2:1 13.81 TOTAL AREA = 296.8 ACRES AVERAGE LS = (0.28*0.097) + (0.2*0.371) + (13.81*0.532) LS = 7.45 i79 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES m mi VEGETATION COVER FACTOR "C" THE COVER FACTOR TABLE LISTED BELOW IS USED FOR AREA UNDER CONSTRUCTION OR CULTIVATION. THE TABLE IS NOT USED FOR ESTABLISHED DEVELOPMENTS. A COVER TYPE FOR NATIVE VEGETATION IS ASSUMED. C - 0.01 Typeof cover Cfiwter Sattfaia ledu^toB) % None e Natlmveietatiaa (mdittucbed) oot sa Tw^oreiyieedtngr &l 90% eo*er. annifld (raeeea, ne fluddi &l ae Wood ther mukfa. K tOB/eeie (1.7 t/ha), with seedr OS SQ BMalileriBat.j«lat 0.3 9e gtnmiatikht &2 ae !.»tMM/aoe (3.4 t/ha>. iMked dm &2 ae 4 teae/aeie CU> t/ba>, tMkad ddm m •AtmfUaiumKmtLll,a.mA» tfmmtmvmvftmttl. EROSION CONTROL PRACTICE FACTOR "P" THE P VALUES LISTED BELOW ARE GIVEN FOR AREAS UNDER CONSTRUCTION OR CULTIVATION. NONE ARE GIVEN FOR ESTABLISHED DEVELOPMENTS OR NATIVE/UNDISTURBED AREAS. THE LOWEST VALUE WAS ASSUMED. P = 0.8 TAnUia.7 fFactMator CcnUuttioaStoe(Ad^mtedfrenR^ tft) Suifiuw oon^tlon Pnhie Cl»^lal^ and mooth U TraclrwmSked alooc contour" U ']h«dn««Iked ^ and do«m slcqiet Pundbeddraw M ftouRh, imaabtf ctd ^ Looae to U-in lM<m) ft* tTnad BMrtEaoHcatMl pmlM ueaumin,«(l» rifa4.9iBdt.L& Ml 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES A =R*K*LS*C*P = 35*0.2*7.45*0.01*0.8 = 0.417 TONS/YEAR/ACRE SOIL LOSS = 0.417*296.8 ACRES = 123.77 TON/YEAR ASSUME SOIL DENSITY =110 LB/CF 123.77 TON/YEAR*(2000 LB/1 TON)*(l CF/110 LB) = 2250.3 CF/YEAR SOIL LOSS, A = 2251 CF/YEAR BASIN SUMMARY DESCRIPTION SURFACE AREA VOLUME NPDES 159,103 CF DESILT. 3863 SF 2251 CF TOTAL 3862 SF 161,354 CF PROVIDED = 335,413 CF 381 Mt 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES LOW FLOW PIPE NPDES RUNOFF = 159,102 CF 159,103 = 1/2*Q*2.67*TC Q ="3.7 CFS 2.67*TC = 24 HOURS 18" RCP [LOW FLOW !l 00-YR STORM HW/D = 1, Q = 6.2 CFS (INLET CONTROL) HW/D = 6.14, Q = 25 CFS (INLET CONTROL) H = 7.6,Q= 19 CFS REQUIRED VOLUME = y2*Q*2.67*TC [TC = 17.82 MINUTES] = 27,120 CF < NPDES VOLUME DEWATERING A = 28,000 SF T = 40 HOURS = 144,000 SECONDS A=(28,000*(2*3.5)'^0.5)/(144,000*(0.6*32.2^0.5)) = 0.25 SF OR28- l"(t) HOLES 382 IS o q p P CQ ^ I pBT^PIamitng Consukants 60* WO' oo Eififirifiii 971004-5 UNIVERSTTY COMMONS BROOKFIELD HOMES EXHIBITS 384 971004-5 UNXVERSFTY COMMONS BROOKFIELD HOMES COUNTY OF AN DIEGO VICINITY MAP NO SCALF EXHIBIT "A- 385 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES Brookfield University Commons Inc. 64.75 AC Brookfield University Commons Inc. 7.4 AC A Brookfield University Commons Inc. 87.0 AC CIC Corporation A Washington State Corporation 40.45 AC Brookfield University I Commons Inc. 4.6 AC Brookfield University Commons Inc. 148.4 AC Shelley 63.4 AC UNIVERSITY COMMONS liP OWNERSHIP MAP EXHIBIT "B" 386 SaaO Paataur Court Cwil EJigMieerin^ Suite IQO Plonninq CoiliboQ. Colrtomia 92008 Procerang 7KJ-931-77D0 5urve)«iq REQUESTED BY: BROOKnaD, UNiVERSfTY COMMONS INC. 12865 POIfOE OEL MAR #200 DEL MAR, CA 920H Fu^ 1095,000 cr *CUT= 1,095.000 CY *tNaUDE5 20% BULK PHASE lA PREPARED BY: M.N.C. £A/mmm PHAsm FOR: tmERSfTY (mtfONS (BROomw/Emim pofmoN) £A/mmm PHAsm FOR: tmERSfTY (mtfONS (BROomw/Emim pofmoN) R.C.E. 46935 EXP. 09/30/03 £A/mmm PHAsm FOR: tmERSfTY (mtfONS (BROomw/Emim pofmoN) SHT. 1 OF 4 SHTS. A.P.N. DATE 12-05-00 &\JOBS\97IOC<\9704PH1.DVG 10-23-O1 9i46i89 an EST XR£FS; 9704MAP; FG94a 0' 800' •sum/isiON BOUmRY 400' 1600" SCALE: r = 800' \^ amfi^m BY \(m (^ ^ ymxs^ / / ^ .-X ^- imm (BEytm UASS omNc tms) CONSULT A/K T s" 5900 PosUur Court Sii^ IOC Calsdod. CoCfomio 92008 760-931-77D0 Ptanning PrucjBSinq mi^ 593.(K> CY **m= ^5,000 (TY mxwES Esimm 12,000 cr Di^ TO SHmC OFALLIMJM **mCiUDES 20X BULK PHASE 1^ SHT. S OF 4 SHTS. 1 REQUESTED BY: 3R00KnEli), UNiVERSfTY .JOMMONS INC. 12865 POINTE OEL MAR #200 XL MAR. CA 92014 PREPARED BY: M.N.C. EAmnwoRK msme FOR: imERsrr comfONs (BROOi(F^LD/aRm/ER PORTION) APN 1 REQUESTED BY: 3R00KnEli), UNiVERSfTY .JOMMONS INC. 12865 POINTE OEL MAR #200 XL MAR. CA 92014 EAmnwoRK msme FOR: imERsrr comfONs (BROOi(F^LD/aRm/ER PORTION) 1 REQUESTED BY: 3R00KnEli), UNiVERSfTY .JOMMONS INC. 12865 POINTE OEL MAR #200 XL MAR. CA 92014 R.C.E. 46935 EXP. 09/30/03 EAmnwoRK msme FOR: imERsrr comfONs (BROOi(F^LD/aRm/ER PORTION) nATF 12-14-00 G.\jaBS\971004\9704PH4,DWG 10-23-01 9P4II28 an EST XREFS; 9704WAP: Am ia30' SCALE: r = 800' Fmi mm) SAm FE mo FU im- •: :/ // \ fmo X/ I FXisim^Bu. 1C(A^TIMATB^ s EXIST. mmuNE COHSUtT*/NTS 5900 PtJstour Court Civil Enq^icennq Suite '00 Ptanning Cflflabad, Coiitomia 92006 Procesarq 750-9J'-7TDO 5iirv(rf«>q rox:760-931-a6aO REQUESTED BY: BROOKnaO. UNIVERSHY COMMONS INC. 12865 POINTE DEL MAR #200 DEL MAR. CA 92014 *FiL= 290,000 CY **CUT^290,000 CY maUDES 46,000 EARIHWORK FROM STOCKPILE **INaUDES 20% BULK PHASE 2A PREPARED BY: M.N.C. EA/mmoRK PHAsm FOR: UMVERSfrr COmtONS (BROomao/aiouwER mrm) SHT. OF 4 SHTS. A.P.N. DATE 12-05-00 SCALE: 1" = 800' 1600* \m EUJO EXIST. RmHO SANTA FE ROAO OJTIOK EXIST WATERUNE . , T 5 5900 pQstsur Court Civil Ejiginecri Suite 1C0 PlaniKfig Cori^tjod, ColHomio aZOQB Procming 760-931 -7"7Da Sun-Byin^ -cr:7BO-SJ1-B6B0 REQUESTED BY: ROOKnELD, UNIVERSHY OMMONS INC. 2865 POINTE Da MAR #200 FL MAR. CA 92014 EAPfHWORK OUANTmS: *FILL= 542,000 CY **CUT-= 542,000 CY ^NaUDES ESTIMA JED 48,000 CY DUE TO SHRINK OF AUUVIUM *^NaUDES 20% BULK ^piimc PHASE 't^ PREPARED BY: M.N.C. R.C.E. 46935 EXP. 09/30/03 EARTHWORK PHASING FOR: ummmr comms (BROOfmJ>/BROmR PORTION) SHT. OF 4 SHTS. A.P.N. DATE 12-05-00 G<\XBS\971004\9704PH3,DVG 10-23-01 9'38iaO an EST XREFS; 9704MAP; PA 2 PA 16 Open Space 7 4 AC PA 10a M uiti-Family 12.2 AC 550 DU PA 10b Open Space 28.25 AC PA 12b Open Space 22.55 AC Residential 5,000 S.F, 23.2 AC 98 DU PA 11 Residential 6.000 S.F. 34 8 AC 91 DU UNIVERSITY COMMONS Figure 7 LAND USE PLAN Bytlie^T P Detailed Plan Description Page 11-7 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES RUNOFF COEFFICIENTS (RATIONAL METHOD) LAND USE Coefficient, C Soil Group Cl) B C Undeveloped .30 .35 .40 .45 Residential: Rural .30 .35 .40 .45 Single Fanil/ .40 .45 .50 .55 Multi-Units .45 .50 .60 . 70 Mobile Homes (2) .45 .SO .55 .65 Conmercial (Z) 30% Impervious '. 70 .75 .80 .35 Industrial (2) .60 .85 .90 .95 90\ Impervious .\'OTES: m (1) Obtain soil group from maps on file with the Departinent of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C'may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no casa shall the final coefficient be less than 0.50. For example: Consider ccmnercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = SO* Revised C = 1° X 0.85 = 0.S5 EXHIBIT "E" 392 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES Estimating Rnnoff TABLE 4.1 Rational Method C Valua (13) Land use Businen Downtown areas 0.70-0.95 Neighborhood areas 0.50-0.70 Residential Single-family areas 0.30-0.50 Muhi units, detached 0.40-0.80 Multi unita. attached 0.60-0.75 Suburban 0.25-0.40 Indiutrial Uf^t areas 0.60-O.SO Heavy areas 0.60-0.90 Parlu, cemeteries 0.10-0.26 Pla^rounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 StreeU Asphaltic 0.70-0.95 Concrete 0.80-0.95 Brick 0.7<M).Be Drhres and walks 0.75-0.86 Roofs 0.76-0.96 Land use Lawns Sandy soil, flat, 2% Sandy soil, average, 2-7% Sandy soil, steep, 7% Heavy soil, flat, 2% Heavy soil, average, 2-7% Heavy soil, steep, 7% Agricultural land, 0-30% Bare packed soil Smooth Rough Cultivated rows Heavy, soil, no crop Heavy soil with crop Sandy soil, no crop Sandy soil with crop Pasture Heavy soil Sandy soil Woodlands Barren slopes, >30%* Smooth, imp«viotn Rough a05-0.10 0.10-0. IS ai&-0.20 0.13-0.17 0.18-0.22 0.25-0.35 0.30-OiiO 0.20-0.50 0.30-0.60 a20-0.&0 0.20-0.40 0.10-a25 0.15-0.4S 0.05-O.25 0.05-a25 a70-o.so 0.50-0.70 .45 NotK The desiiner must use j udg mint to adect ths sppropri«U C vsltM within tht ranfs. Generslly, Isffer mmm with penmsUe wnls, flat ilapes, snd denM vsgsUtion ihouM hmm IOWMI C vslusa. Snwllcr ansa with IIMIM soila, modftrate to itesp alopcs, snd apacM vegsUtfoa ahould ba ssaifnad highcat C valuaa. 'Prom Portlsnd Carmnt Astociatioa, Handbook of Concrete CulvtH Pipt Hydraulic; 1964, p, 45. the range given by considering factors such aa permeability, soil type, steepness, and vegetation. For construction sites, when the soil is bare and the slope is less than 30 per- cent, use the agricultural values in the table and consider aoil conditions and densify of vegetation. For areas wiUi temporary vegetative cover, select a value from the ranges for "cultivated rows"; f<v undisturbed areas under natural grass and shrub cover assign an approprtate "unimproved are»" C value between 0.10 and 0.^. If the slope gradient b greaier than 30 pment, for example, 3:1 or 2:1, choose a value in Uie range 0.60-0.90 under "barren slopes." Soil depth or depth to impermeable rock influences the chiuce within the ranges given; the C value is higher for shallower soils. For sites with mixed land uses, compute a weighted average of the individual C values, as follows: If area A = i + y, then C (weighted) {X X C,) + (y X Cy) A m EXHIBIT "F 193 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 1^ EXHIBIT "C 394 I I I j t I I k i I i i i i i KO Ln COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION S- FLOOD CONTROL 2-YEAR 6-HOUR PRECIPITATION ^Ifl-ISOPLUVIALS OF 2-YEAR 6-HOUR PRECIPITATION IN TENTHS OF AN INCH Prtpm—A ky U.S. DEPARTMENT OF COMMERCE NATlo:«*L OCSAMC ANO ATMOIPliSWC ADMIM IS TR AXIOM SPECIAL STUOltS BRANCH. OFFICE Of l.rOROLOCV. NATIONAL WEAT.IXa SERVJCX X 30' ^ I— 30 CD 5 D Q I I ft I t J i I i I I m X 53 H COUt«TY OF SAH DIEGO DEPARTnENT OF SAMITATIOH FLOOD eOMTROt SPECIAL STUDIES OKAMCII. orPICC Of t 30 10-YEAR 6-HOUR PRECIPITATION ^M- ISOPLUWALS OF tq-YEAR 6-HOUR PRECIPITATION TENTHS OF AN INCH VMS' '*<• W U.S. DEPARTM&I T OF COMMERCE NATKMAL OCCAHIC A^ti Al^nXPttcnC AOHMMTRATtOH OMOLOOr, HATIDNAL aCATHIfl BSUVieC CO 5 gi m Z I i t I ft i ft 2 ft i i i COUNTY OF SAH OIEGO . DEPARTHENT (ff SAWITATIOM t nom cmnnoL X EE H 10 YEAR 24-HOUR PRECIPITATION ^i-^ ISOH.UVIALS W 10-YEAR 24-HOUR PRECIFITATIflN M TENTNS OF AN INCN U.S. nEPARTMKI HATIOWAL OCEANIC M40 AT •PCCtAL iTUDICa eHANCIt, Of PICK Of I CO 5 r n DO Si c/3 CA Ititlftitiiiii so oo vn X COW/TY OF SAN OXEGO DEPARTTiENT QF SANITATION fr FLOOO COflTROL ^5* ^- 30' . 33* 100-YEAR 6-HOUR PRECIPITATION isopLirviALs OF IM-VEAR B-HOUR PffiCIRTATlON IN TENTHS OF AN IMCH U.S. DEPARTUEN f OP COUUERCE NATtOMAL OCKAKIC AMO ATifOtPUEHIC AOUMMTRATUM iPECML STUDIM ORAMai, OmC* OP H 30'. CD 5 58 Si C/3 i ii ftl ll ts ftl ii t i i UJ so so X H COimTY OF SAH eiCGO OEPART»««T W SANITATION fr FLOOD COHTROL ^51 30' IS' 33* 100-YEAR 24-HOUR PRECIPITATION ^2fl-^IS0PLlWIAlS OF 100-YEAR 24-HOUR PnECIPITATION IH TENTHS OF AN INCH U.S. DCPARTkttLK NATIOKAL OCKAKtC AMB ptciAL iTuoi£> uK*»cti.of»citorn r CD 5 u Sl SS 971004-5 UNIVERSITY COMMONS BROOKHELD HOMES — Soa<3 •—4ffai> — /osa \- aoa - 7M - SOC Fsas — SCO .38S Tc i //UA/ e/fech're s/ooc /ine L Mi/as Fs^r Matfts /a- • 200 • 100 2- ^40 - m ao • BO . fO ^£0 I — • SO — Ji? • 2/0 as- jFOR NATURAL WATERSHEDS! » ADO TEM yiNUTES TO ; ! COMPUTED HMg OF CCN- ! J CEMTHATICN. i jfT* 'IP-HP.'—-* —i-Mn-iT—H NCTTE — 3000 . 2000 /soa — /600 — /<fiW — /2S/> . /DCa F— SOQ 800 Tao £00 Y-sco C- ICO 2C0 £0 40 /t m ,/t H SAN DIESO COUNTY OEPARTMENT OF SPECIAL OtSTRiCT SERVICES OESIGN MANUAL APPROVED O • ^ /^'^^'--^'Zk^^ . NOMOGRAPH FOR OCTERMINATTWI OF TIME OF CONCENTRATION (Tc) FCfi NATURAL WATERSHEDS OATE '^'M? I EXHIBIT "M' 400 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES ujes^M /9/?£/?s o\YS/eL/fA/D r/M£ or FLOW cu/^ves Exam p/a s/a fia * AO y. Caef/'/cia/7/^ a/ ^u/toY/. C- .SO SAN OIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED -Zl URBAN AREAS OVERLAND TIME OF FLOW CURVES OATE EXHIBIT "N" 401 I I i I ft 1 i i ft i t t i o X X E o IHTEH5ITY-DO)iATI0« DESIGK OIART 15 ZQ Minutes Ourition Ofrectfons for Application: 1) FroB prtclplUtloA lMp« deteraine 6 hr. and ' 24hr. Mwuntf for tfte felected 'rwpw^y. These MPS ere print^ In the County Hyjrolojj Himul (To, 50 And 100 yr. wp» Included tn th Desisn ftnd froce^Nire ftanust). 2) Adjust 6 br. nrtclpltotlon (If wcessa^J so ' Set it Is within the rtnje of Ht to 6l% of ths 24 br. preclpiUtlon. (Hot appHcaWe to Des«rt) 3) put 6 hr. precipitation on the right side of the chart. 4) Draw a line through tbe point parallel to the plotted lines. 5) This line Is the 1ntenslty-<birat1on curve for the location being analyzed. J^ipHcatlon Fomt ^ Seieeted Frttimmcy IQOjrr 1) Pj " 2^U*'> ^tC ^'"^ - h • -S6_** 24 2) Ad^stttd In/hr. *ttot Applicable to Desert Region 4) c CO 5 pi b g Si SS cn VI 971004-5 UNIVERSTTY COMMONS BROOKHELD HOMES ittSioermu. STRUT W€ snc ONLY I 3 S 7 3 9 iO DISCHARGE ;C? 5) EXAMPLE: Giwtn. a* 10 3*2.5"/. Chort 9i»Mt 0*pm « a4, VBIOCIIY = 4.4 tp.1. SAN OIEGO COUNTY OB^ffTMeWT OF SPECIAL DISTRICT SESWtCES OESIOM MANUAL APPROVED iSltt^ii ^fe^TWHlTiflNO GUTTER ANO ROADWAY OISCHARGE-VELOCITY CHART izhoU9 EXHIBIT T 403 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 200-1.7 stiMtifln Of Blarw and flUtc llmKftt V«L ILHk R1|MV F,^iftiliia»-.t^.l amt MM (« (3) TVdi- •r S*c 300 m OlPLJ (41 (5) UNMT (tt ... ••7 •Hk- e v\tr C3 0.0. 7-« N«. 2 iu M4r S3 O.a M.3 IW hK t.« vr D.O. .mt Li^ zo V4" p.B. ml Itm IM TON -— V4" p.B. SAND 13-15 TON 3.4 r y4- 1-1/2" SAND I>17 1 4.3 i-i/r _ TYPfi • SAND • TON 5.4 r — TYPB a SANO tt Sse ZOO -1.6 Se« also 200-1. PracticM u»« of this table is limited to sitiatiorw where "T** U IMS than inside diameter. (1) Averse velocity in pipe or bottom velocity in energy dissipater. uttichever is greater. (2) If desired riprap a»id filter blanket class is not available. i»e next larger class. (3) Filler blar*et thickness = 1 Foot or «T», Mhichever is tess. EXHIBIT "Q" 404 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES RUNOFF CURVE NUHBERS FOR WDROLOGIC SOIL-COVER COMPLEXES (CN) TABU I-A-1 AMC 2 la • 0.2S Covsr fV*^ni logic Soil Grouos Land US. Treatment or Practice-* Hydrologic Condit ion^ A a C 0 Water Surfaces (during floods) 97 98 99 99 Urban Conmercial-industrial 89 90 91 92 High density residential 75 82 88 90 Hediun density residential 73 Bo 86 88 Low density residential 70 78 87 Barren 78 66 91 93 Fallow Straight row 76 85 90 92 Vineyards (see accompanying land-use description) disked 76 as 90 92 annua! grass or legume cover Poor 65 78 as '89 50 69 79 84 Good 38 61 7^ 80 Roads^ (hard surface) 7** 81f 90 92 (dirt) 72 82 87 89 Row crops Straight row Poor 7Z 81 88 91 67 78 85 89 Contoured Poor 70 79 Bk 88 Good 65 75 82 86 Narrcjwleaf chaparral Poor '71 32 88 91 Fa i r 55 72 8l "36 EXHIBIT "R" 405 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 0.5 1.0 1.5 Pretnpitatioa in inches 2.0 CN COUNTY OF 55 SANDIEGO „ DEPARTMENT OF ^ SANITATION AND 45 FLOOD CONTROL 2.5 3.0 EXHIBIT 'S" 406 971004-5 UNIVERSITY COMMONS BROOKFIELD HOMES 180 I6B 156 144 132 120 108 -96 - 84 -72 - 60 -B4 - 4e - 36 - 33 - 30 - 27 - 24 21 - IB - 15 12 10,000 S.OOO 6,000 5.000 4,OOO - 3,000 i- 2.000 1.000 BOO 600 500 400 300 200 100 BO 60 SO 40 - 30 - EXAMPLE D.42 iMhM O.S tMl) O.I20 cll HW D (1) Z.9 B.a m 2.1 T.4 t.l T.T "o )• f««t - 20 - 10 - 8 6 5 4 - 3 r- 2 I.O HW SCALE (•> in ENTRANCE TYPE !5q«dra idf •. wllh haadwall eraavi mi BIIN haadvall pro|ieli«f CHART 2 (l) (2) (3) r-6. ' 6. - 9. - 3. f 5. - 4, --4.-- 3. - 2. -1.5 - 1.9 o-< UJ X h .8 To «>• >«•)• (Z) «r (3| pr»)«el harlionlallir (• «»)• (•),*>>•" ui« tlralqht iRcMnat llni Ihraunh 0 ont 0 tr rtvtrti ai -1.0 - .7 - .6 - 6. - 5. - 4. 2.- ^ 3. 27 - .5 - 1.0 -.9 - .B -.7- - .6 L- .5 I- .5 _ 1.0 - .9 - .8 ~7" - .6 >- .5 BUREAU OF PUSLIC ItOADS MN. 1943 HEADWATER SCALES 283 BEViSEO MAY 1964 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL EXHIBIT T" 407